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HomeMy WebLinkAboutB16-2825 000-000-000„ BUTTE, ,:_c�,t. ' •` ' .. � • � ' ' ,b �. COUNTY `” V - DEC 2 0:.2016 .-. a ' DEVELOPMENT SERVICES t ti. • 1045 Twin View 'B1vd . 7: � , -Redding, CA ' 96003' 244=6335 ` t �~ r u ° r x`'(530) 244'=1890 fax,; ' TRUSS ENGINEERING -PACKAGE .. •` ICC RESEARCH REPORT NO.'ESR' " 1311 & ESR-1988 ` W STRICT. ACCORDANCE WITH, • U.B:C I.B.C, I.R.C., C.B.C., ANSI NATIONAL STANDARDS, LATEST REVISION y INSPECTED BY: y ENGINEERED BY: NATIONAL INSPECTION ASSOCIATION INC.,;,.`�. ` -NUTEK USA INC. Quality Systems Management / National Testing 250 KLUG CTR P.O. Box 3426- ` , ." :' ..t. Corona, CA 92880 Gillette, WY 82717-3426 - y�'s;t (951) 245-9525 Office & Fax (307) 685-6331` `(951) 273-0040 fax JOB NAME Fire damage repair ' PERMIT # JOB # r 160881 ;- ', BUTTE' COUNTY 05VSLOPMENT SERVICES r .11 FIEVIF-WED FOR cool� COMPLIANCE LOCATION: chico ca - DAn=� CUSTOMER:, Cartwrig it ueo. ti ,'• •y , MiTek® MITek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 160881 fire repair 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. Pages or sheets covered by this seal: K2686619 thru K2686655 My license renewal date for the state of California is September 30, 2018. Q�pFESSIOiyq� ZH40 C 70068 ' EXP. 9-30-2018 �'T9T CIv11. F OF 0 1F December 20,2016 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced 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. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer,' per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty in fire repair I/deo L/d PLATES GRIP TCLL 20.0 (Roof Snow --20.0) �Ply K2666619 160081 Al Common Supported Gable 1 1 MT20 220/195 Lumber DOL 1.15 BC 0.06 Vert(CT) -0.01 Job Reference o tional meeKS lumoer, reading 8.u1 u s Apr 2u 2u16 Mi I ek Industries, Inc. Mon Dec 19 18:50:18 2016 Page 1 ID:U4d6wkmzJQrOLMEEARzaby9kgWRZAVKccP4BbNHm5wfG97_srO3eMleWrUVRsm7Uy7JUp i 18-2-0 36-4-0 38.4-0 18-2-0 i 18-2-0 2.0.0 • Scale = 1:62.9 1 3) 3x6 = 6.00 12 14 15 16 55 54 53 52 51 50 49 48 47 46 " 45 - qJ 42 41 40 39 38 37 36 35 34 33• 32 31 3x6 = 011 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deo L/d PLATES GRIP TCLL 20.0 (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.17 Vert(LL) . 0.00 30 n/r 120 MT20 220/195 Lumber DOL 1.15 BC 0.06 Vert(CT) -0.01 30 n/r 120 TCLL 10.0 ' Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 29 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix -S Weight: 266 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.l&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing. OTHERS 2X4 OF No.1 &Btr G WEBS 1 Row at midpt 14-43,16-42 REACTIONS. All bearings 36.4.0. (lb) - Max Horz 1=188(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 1, 45,46.47. 48, 49, 50, 51, 52, 53, 54, 55, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 29 Max Grav All reactions 250lb or less at joints) 1, 43, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 except 29=273(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 ((b) or less except when shown. TOP CHORD 13.14=96/284, 16-17=96/290 NOTES - 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf, h=25ft; B=45ft; L=36ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Comer(3) 0-0-0 to 3-7-10, Exterior(2) 3-7-10 to 18-2-0, Comer(3) 18-2-0 to 21-7-0 zone; cantilever left and fight exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL --11.60 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 consuft 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) 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 14-0 cc. 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-D•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) 1, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 29. Q�pFESSIONq� ZHAO X22 C 70068 EXP. 9-30-2018 0 December 20,2016 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED dgTEN REFERENCE PAGE RBI -7473 rev. 10/0.1Rd15 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an indMdual building component, not _�• a truss system. Before use, the bugding designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent budding of ind'Mdual truss web and/or chord members only. Additional temporary and permanent bracing MITBk• Is always required for stability and to prevent w9apse with possible personal injury and properly damage. For general guidance regarding the fabricellon, storage, delivery, erection and bracing of trusses and truss systems, see ANSVfPH Quality Criteria, OSS49 and BCS) Building Component - 260 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 2X4 DF No:1&Btr G repair '-,K2666620 BOT CHORD 2X4 DF NO.l&Btr G LOADING (psf) TCLL20.0 TCLL WEBS [lyIfire WEBS 160881 A2 Common 6 Ud PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Dec 19 18:50:19 2016 Page 1 ID:U4d6wkmzJQrOLMEF_ARzaby9kgW-vmktXydlrVjEuwg6DzgEX4OWI2ZENxedk5bKgwy7JUo 6-0-11 12-1518-2-0 24-2-11 3/}3538-4-0 6-0.11 6-0.11 611 6-0.11 6-0.11 6.0-11 2-0-0 Scale = 1:62.9 5x8 = 6.00 12 . 4 4x4= 6x8 _ 4x4 = - 4x6 = 4x6 = 9-1-0 18-2-0 27-3-0 - 36-040 9-1-0 9-1-0 9-1-0 9-1-0 13 Plate Offsets (X.YI— [3:0.3-4.0.3.41.[5:11-3-4.0-3-41, 1`10:13-4-0,11-341 BRACING• TOP CHORD 2X4 DF No:1&Btr G TOP CHORD BOT CHORD 2X4 DF NO.l&Btr G LOADING (psf) TCLL20.0 TCLL WEBS SPACING- 2-0-0 WEBS CSL DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.19 9-10 >999 240 MT20 220/195 WEBS DOL 1.15 BC 0.56 - Vert(CT) -0.55 9.10 >798 180 TCDL 1 10) 0.0 ' Ina YES Rep Stress InYES WB 0.21 Horz(CT) 0.14 7 n/a n/a BC0.0 BCDL 10.0 IBC2015rrPI2014 Matrix -AS t Weight: 171 Ib FT = 20% LUMBER- BRACING• TOP CHORD 2X4 DF No:1&Btr G TOP CHORD BOT CHORD 2X4 DF NO.l&Btr G BOT CHORD WEBS 2X4 DF No.1&Btr G WEBS REACTIONS. (lb/size) 1=1450/Mechanical, 7=1577/0.3-8 r 250 Klug Circle Max Horz 1=188(1_C 12) Corona, CA 92880 Max Uplift 1=182(1_C 14), 7=256(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2756/466, 2-3=2503/437, 34=1731/375, 4-5=1731/365, 5.6=2483/402, 6-7=2743/421 BOT CHORD 1-11=322/2501, 10-11=186/2013,9-10=193/1946,7-9=294/2398 WEBS 4-10=170/1144, 5.10=733/189, 5-9=8/527, 6-9=344/1135,3-10=758/193, 3-11=36i547.2-11=363/166 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 5-10.3-10 NOTES - 1) Wind: ASCE 7-10; Vuft=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf, BCDL=4.8psf; h=25ft; 8=45ft; L=36ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 37-10, Interior(1) 37-10 to 18-2-0, Exterior(2) 18-2-0 to 21-9-10 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 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, with BCDL = t O.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) except (it --lb) 1=182,7=256. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and IN gypsum sheetrock be applied directly to the bottom chord. , Q�pFESSIO/V �M ZHgQ Fyc� C 70068 December 20,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AWEK REFERENCE PAGE MU -7473 rev. 101=015 BEFORE USE. Design valid for use only with Mi ek® connectors. This designis 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 budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is 11 AYeL• �Y�,1 R 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 ANSUIPi1 Quality Criteria, DSB-89 and BCSI Building Component - Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss J Ul Qty Ply fire repair 145.0 2-10 • / Fusae 1 K2686621 160881 81FINK • 4 5, 6 707 8 109 11 _... v " 6X12 i 13 5x8 -- f' 14 r ob Reference o tional meeKs lumber, - reading r , 6.010 s Apr 20 2016 MTek Industries, Inc. Mon Dec 19 18:50:22 2016 Page 1 I D:U4d6wkmzJQrO LVIEEARzabygkg W-KLQOA_gw7 Q5pmNPhu6Dx9i00rFabaAz3Q3q_GFy7 J Ul 123-8 18-2-0- 1 11 22-2-0 24-0-8 29.11-0 44-4-0 - 46-4-0 e 65-0 510.8 5-10-8 1-1-1 2-105 1-10.8 510-0 145.0 2-10 • / Scale = 1:79.3 1 I 1 .p 6.00 12 ,4x8 a SxB— - • 4 5, 6 707 8 109 11 _... v 6X12 i 13 5x8 -- f' 14 r 60 4 1217 59 _'. _ , •1B r 6 t ' .1' 4 - 19 4 2 ' 4 II 20 63 +`S 3 J 57 21 1r + _ 22 " . �. - .J�� 4x6 II 23 24 c 1 35 64 65 -34 166267 r 33 68' ' 69, . ' 32 . _ r �- - ;• _ 30 29 28 27 26 •4x4 = s - 5x8 = t 1--' ., ti 4x4 = �SX8 =.. •}, ♦ 31 . 4x6 - i ..ti . ' �r ;t • � �. �s 3x6 - 3x6 = _ 7-7-2 - - 14-7-11 21-8-5 28$14 - w 44-4-0 • ' - 7-7-2 7.0.10 - 7-0-10 7-0-10 - 157-2 Plate Offsets (X,Y)- MG -6-0.0-2-81, [1 o:0 -6-0.a2-81. [15:0-4-0.0-3-0i. [32:0-4-0.0-3-0], [34:0.4-0.0-3-M LOADING (psf) • TCLL 20.0 SPACING- 2-0-0 '• CSI. • DEFL in (loc) [;dell'L/d PLATES GRIP (Roof Snow=20.0) Plate Gnp DOL 1.15 t- ` TC 0.44 Vert(LL) ' -0.1933-34 >999 240 MT20 • 220/195_ , TCDL. • 10.0 Lumber DOL 1.15 BC 0.58 Vert(CT) -0.4633-34 >957 180 BCDL 0.0 .' Rep Stress Ina YES WB 0.74 Horz(CT) 0.18 24 n/a n/a - BCDL 10.0 + Code IBC2015/TPI2014 Matrix -AS Weight: 302 lb 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. 4 WEBS 2X4 OF No. 18.Btr G JOINTS 1 Brace at Jt(s): 37, 40.41. 43, 47. REACTIONS. All bearings 8-3-8 except at --length) 1=0-3-8. , (lb) - Max Horz 1=207(1_C 12) Max Uplift All uplift 100 lb or less atjoird(s) 28, 27, 26, 24, 31 except 1=181(LC 14), 30=-464(LC 5), 29=143(LC 31) Max Grav All reactions 250 Ib or less at joint(s) 30, 29, 28, 27, 26 except 1=1878(LC 31), 24=617(LC 31), , ' 31=1814(LC 31), 24=555(LC 1) FORCES. 0b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. `• - , TOP CHORD 1-2=3705/517, 2-3=3607/558, 3-4=2794/497, 45=775/297, 10-11-746/273, 11-12=7781260, 12-13=-808/241, 1314=838/221, 1415=737/156, 1516=-758/135, ' 16-17=781/125,17-18=B421115,18-19=-877/102,19.20=-671/38, 20-21=797/42, 21-22=777/17, 22-23=776/0, 23-24=792/0, 56=-681/271; 6-7=-681/271, 7-8-=-681/271, 8.9=681/271, 9-10=681/271 BOT CHORD 1-35=349/3307, 3435=238/2750, 33-34=106/2046, 32-33=144/2273, 31-32=316/2975, ' 30-31=0/680, 29-30=0/680, 28-29=0/680, 27-28=0/680, 26-27=0/680, 2426=0/680 WEBS ' 450=1744/285, 39.50=1676/250, 37-39=1700/266, 37-38=1707/271; 38-40=1698/286, 40-42=2334/352,42-43=22691339,43-44=2291/343,44-45=2322/352. ' 41-45=2358/363, 41-46=2505/414, 46.47=2538/428, 47-48=2570/433, •. 48-09=2576/437, 31-49=2601/445, 2-35=430/167, 3.35=123/695, 3-34=902/217, 434=141/1096, 433=31/529, 33.40=333/100, 3240=143/813, 3241=579/207, - 14-41=375/133, 19-30=577/137 NOTES-_ •: I 0/yq 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=44ft; eave=5ft; Cat. �pFESS1 QQ Z `F 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 453, Interior(1) 453 to 19-3-11, Exterior(2) 19-3-11 to �� �,M q� 2C 250-5, Interior(1) 31-3-9 to 46.4.0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for Lumber DOL=1.60 _ reactions shown; plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category li; Exp C; Partially Exp.; Ct=1.1 C 70068 m 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live toad of 20.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs 30- 8 ' non -concurrent with other live loads. , * 5) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) This truss has been designed fora 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, with BCDL = 10.Opsf. December 20,2016 e , ' ®WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MUEK REFERENCE PAGE I11714473 rev. IOMJI tlf5 BEFORE USE. • Design valid for use only with MTek® 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 for WOW always required 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 ANSVrPM Ouarrty Criteria, OSB -89 and SCSI Building Component r safety information available from Truss Plate Institute, 2118 N. Lee Street. Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Dec 1918:50:22 2016 Page 2 ID:U4d6wkmzJQrOLV1EEARzabygkgW-KLQOA_gw7Q5pmNPhu6Dx9i00rFabaAz3Q3q_GFy7JUl NOTES - 10) Provide mechanical connection (by others) of truss to bearing plate capable of wfthstanding 100 Ib uplift at joint(s) 28, 27, 26, 24, 31, 24 except (jt=1b) 1=181, 30=464, 29=143. 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. 1 Job Truss JTruss Type 1 QtyrA fire repair ' K2686621 160681 B1 DOUBLE FINK Job Reference (optional) I ®WARNING. Vedry design parameters and READ NOTES ON 7N/S AND INCLUDED WTEX REFERENCE PAGE PAU-7Q] rev, 1410=01S BEFORE USE. - • ■■ Design valid for use only with MITeloV 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 witty the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Ind'Mdual truss web and/or chord members only. Additional temporary and permanent bracing Is always for MiT®k� required 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 ANSUfPit Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Dec 1918:50:22 2016 Page 2 ID:U4d6wkmzJQrOLV1EEARzabygkgW-KLQOA_gw7Q5pmNPhu6Dx9i00rFabaAz3Q3q_GFy7JUl NOTES - 10) Provide mechanical connection (by others) of truss to bearing plate capable of wfthstanding 100 Ib uplift at joint(s) 28, 27, 26, 24, 31, 24 except (jt=1b) 1=181, 30=464, 29=143. 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. 1 Job Truss JTruss Type 1 QtyrA fire repair ' K2686621 160681 B1 DOUBLE FINK Job Reference (optional) I ®WARNING. Vedry design parameters and READ NOTES ON 7N/S AND INCLUDED WTEX REFERENCE PAGE PAU-7Q] rev, 1410=01S BEFORE USE. - • ■■ Design valid for use only with MITeloV 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 witty the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Ind'Mdual truss web and/or chord members only. Additional temporary and permanent bracing Is always for MiT®k� required 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 ANSUfPit Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply fire repair DEFL in (loc) I/dell Ud PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 K2686622 160881 B2 Piggyback Base 3 1 Corona, CA 82880 Lumber DOL 1.15 BC , 0.65 Vert(CT) -0.66 14-15 >661 180 Job Reference (optioned meexs lumoer, reacting 6.010 s Apr 20 2016 MI1 ek Industnes, Ina Man Dec 19 16:50:24 2016 Pagel ID:U4d6wkmzJQrOLVIEEARzaby9kgW-GYmbghAlILW?hZ40XFPE75LX3F124UMtNJ5L8y7JUj • 6-5.4 12-10-7 11}311 25-0-5 30-75 36-2-4 40-3-2 44-4-0 46-4-0 6.5.4 6-5.4 8-5.4 5-8-10 55-15 5815 4814 4-0.14 2-0.0 6.00 12 8xB = 8x8 = Scale = 1:78.0 4X6 _ 6x8 - - 3x10 = 5x8 = 4x8 = 4x6 = 3x6 = - 97-13 1&3-11 25.0-5 30-7-5 36-2-4 44-4-0 - _8-7-13 _ _- 9-7-13 5-0-10 5�'i-15 5815 8-1-12 M 011 Plate Offsets (X.Y)- f3:0-&0.0-3-41. (4:0 50.0 2-0][5:0.5.8 0-2-41 [6'0-3-4 Edge] 19:13-6-0.0-0-61, (12'0.38 0-2-01 fl3:0-4-0.D-3-01,[15:0-4-O.Ed-gel LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL in (loc) I/dell Ud PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.49 always required 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 ANSIMPH Quality Crtterla, DS84S and SCSI Building Component - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Vert(LL) -0.27 14-15 >999 240 MT20 220/195 Corona, CA 82880 Lumber DOL 1.15 BC , 0.65 Vert(CT) -0.66 14-15 >661 180 BCDL BCLL 10.0 0.0 Rep Stress Ina YES WB 0.74 Horz(CT) 0.10 11 n/a n/a BCDL 10.0 Code IBC2015/rP12014 Matrix -AS Weight: 238 Ib FT = 20% LUMBER- EIRACING- 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 WEBS 1 Row at midpt 3-14,5-13 REACTIONS. (Ib/size) 1=1369/Mechanical, 11=2184/0-3-8, 9=113/0-3.8 Max Horz 1=207(LC 12) Max Uplift 1=176(LC 14), 11=258(LC 14), 9=89(LC 38) Max Grav 1=1704(LC 31), 11=2837(LC 31), 9=178(LC 35) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3311/491, 2-3=30041458,3-4=1857/399,4-5=15151409,5-6=1486/363, 6-7=1121/247, 7-8=107/980, 8-9=62!702 BOT CHORD 1-15=328/2953, 14-15=218/2330, 13-14=19/1236, 12-13=22/899, 11-12=795/217, 9-11=557/149 WEBS 2-15=498/182, 3-15=-40/673, 3-14=1091/238, 4-14=27/417, 514=113/682, 513=350/67, 6-13=28/576, 6-12-1149/213, 7-12=27012102, 7-11=2560/402, 8-11=299/96 NOTES - 1) Wind: ASCE 7-10; Vutt=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Extefior(2) 0-0-0 to 4.5-3, Interior(1) 4-5-3 to 19-3-11, Exterior(2) 19-3-11 to 250-5, Interior(1) 31-3-9 to 46-4-0 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) 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 nonconcurrefd 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) 9 except (jt=1b) 1=176,11=258. 11) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and '/2* gypsum sheetrock be applied directly to the bottom chord. ' Q�pFESSIO/yq! ZHq� Fti2 U C C+ Rt J %0068 � EXP. 930-2018 n *i December 20,2016 ®WARNING - Verffy design parameters and READ NOTES ON 71/15 AND INCLUDED AffrEK REFERENCE PAGE AIU-7473 rev. 10113/3015 BEFORE USE. Design valid for use only with MTek® 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 applicabilityof design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is for WOW A'Tel.' �1/) always required 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 ANSIMPH Quality Crtterla, DS84S and SCSI Building Component - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. 1 R 250 Klug Circle Corona, CA 82880 mss. Job Truss Truss Type Qty t 30-75 fire repair 36-2-0 - 44-4-0 11114 6-25 r K2686623 160881 62A Piggyback Base 3 1 Plate Offsets (X.Y)— [4:0-10-8.0-1-121.(5:0-5-0.0.2-01.(6:0.3-4.Edge).[9:0-6-0.0-0-61.[12:0-38.0-2-01.113:04-0.0-3-01.[15:0.4-0.0.3.01 116:0-38.0-2-81 Job Reference (optional meeKs tumoer, reading 8.010 s Apr 20 2016 Mi7ek industries, Inc. Mon Dec 19 18:50:25 2016 Page 1 ID:U4d6wkmzJQrOLVIEEARzaby9kgW*w68oOioQLTNdr8GaEnemKeVETeCnX1 W612etay7JUl 6-10.14 13-15 19311 25-0-5 30-75 36.2-0 40-3-2 44.4-1 46-4-0 6-10-14 6.2.6 6-25 5-8-10 56.15 55-15 4-0-14 4314 2-0-0 Scale = 1:78.2 9x14 M18SHS = 5x8 = r 4 27 28 29 5 30 3x6 4x4 II 5x8V= 5x8 = 4x4'= 5x8 = `'r 4x8 = 4x6 = , 6-10.14 13-15 19311 25-0-5 t 30-75 36-2-0 - 44-4-0 11114 6-25 6-25 5$10 55-15 '55.15 • 8-1-12 Plate Offsets (X.Y)— [4:0-10-8.0-1-121.(5:0-5-0.0.2-01.(6:0.3-4.Edge).[9:0-6-0.0-0-61.[12:0-38.0-2-01.113:04-0.0-3-01.[15:0.4-0.0.3.01 116:0-38.0-2-81 LOADING (psf) TCLL 20.0 SPACING- 2-0.0 CSI. DEFL in (loc) 1/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.13 15 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.39 Vert(CT) -0.33 14-15 >999 180 M18SHS 220/195 TCDL 10.0 ' Rep Stress Ina YES WB 0.72 Horz(CT) 0.07 11 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015rrP12014 Matrix -AS Weight: 256 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD WEBS 2X4 DF No. 1&Btr G WEBS REACTIONS. (Ib/size) 17=1363/Mechanical, 11=2179/0-38, 9=113/0-38 Max Horz 17=235(LC 12) Max Uplift 17=175(LC 14), 11=260(LC 14), 9=83(LC 14) Max Grav 17=1513(LC 33), 11=2783(LC 33), 9=183(LC 39) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORO 1-2=2643/383, 2-3=2564/400, 3.4=1796/374, 4-5=1188/338, 55=1468/341, 6-7=1116/233,7-8=102/936,8-9--57/644,1-17=1442/284 BOT CHORD 16.17=119/252, 1516=243/2627, 14-15=151/2213, 1314=27/1528, 12-13=3/895, 11-12-755/215,9-11=505/146 WEBS 2-16=789/191, 2-15=5701117,3-15=0/453,3-i4=1037/190,4-14--791936, 4-13=634/100, 513=20/311, 6-13=17/580, 6-12=1119/194, 7-12=242!2047, 7-11=2507/374, 8-11=299/96, 1-16=358/2683 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 3-14,4-13 NOTES - 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 4-6-15, Interior(1) 4-6-15 to 19.311, Exterior(2) 19-311 to 29.58, Interior(1) 29-58 to 46-4-0 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 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 20.0 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. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide will fn between the bottom chord and any other members, with BCDL = I O.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=1b) 17=175,11=260. 12) 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. Q�OFESSIO/yq� ZHq Fyti C 70068 December 20,2016 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE PM -7472 rev. /dW/2015 BEFORE USE ■ Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing Is MiT®k- always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB-ll9 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type - Qty Py fire repa , PLATES r (Roof Snow -20.0) r K2686624 160881 _ 83D + PIGGYBACK BASE 1 1 , . TCDL 10.0 Lumber DOL 1.15 BC 40.65 ` Scale= 1:104.5 Job Reference (optional meeks lumber, reading ; CSL'-_,, 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Dec 1918:50:28 2016 Page 1 r , PLATES ID:U4d6wkmzJQrOLVIEEARzaby9kgW8VnHQlkhjGryUlsrfMKLOzGzsgcy szyo?HIUvy7JUf (Roof Snow -20.0) r 3.8 2616 4 -1-5 TC 0.73 - -0.22 23 7-1-12 7-1-12 67.6 _ 621a 62.6 5.0.5 OA- D71- 48.11 -&8 65-0 2-0.0 . TCDL 10.0 Lumber DOL 1.15 BC 40.65 ` Scale= 1:104.5 -0.50 23.24 >844 180 M18SHS 5x8 = .8x18 M18SHS Rep Stress Incr YES - + 6.00 12 Horz(CT) 0.21 . 12 - •P - 39 6 40 7 41 Matrix -AS n f� - 3x6 i 37 38 - Weight: 298 Ib 9 1 = 20% 423x6 + 4 t 2.00 12 - 1 5 g 4 , 5x8 = 36 6x12 ' 6x12 9 qp 4 _ 44 d t. 3x6 = 3 35 22 2221 45 - 33 2 34 _ 23 . 6x8 = 20 8 24 3x6 3x6 zz _ 3 zz 17 '+ n 'b ' d - 5x8 .1014 , '+ 2x4 V 5x8 r - . 26 25 ? , 119 16 2x4 1113. 12 •41� — _ 2x4 I I 8x12 = 3.00 12 2x4 I I 2x4 I I 2x4 I I 4x6 — 4x6 +� - • - 2x4 I I - 6x12 • .� ,-. - :r y.. 1. it .` �' . 1, { - ` ' , 455.9 14-1-12 • 1 20-10.14 27-15 32-2-0 3 1 3ah0 • 4240 44-67 50.2-0 .5 - .. • 7-7.12 -,1 7-0-0 0-7- 2 67E 62-6 -•5011 1-1-1 5-05 3311 2-2-7 0- o- 310-0 61-12 0-11-2 Plate Offsets (X.Y)- r1:0 3 4.Edgej [3:0.6-0.Edgel.t6:04-8,0-1-121.[71-2-4.D-2-01 f9:0.6-0 D-3-4) f12:0-3-12 0.0-01 r24:0 -2-4.D-2-81, [25:0-9-0 0.2-121 'LOADING (psf) TCLL 20.0 SPACING- '• 2-0-0 CSL'-_,, DEFL. in (loc) Well L/d PLATES GRIP (Roof Snow -20.0) Plate Grip DOL • 1.15 TC 0.73 Vert(LL) -0.22 23 >999 240 MT20 220/195 . TCDL 10.0 Lumber DOL 1.15 BC 40.65 ` Vert(CT) -0.50 23.24 >844 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr YES • WB ,' 0.84 Horz(CT) 0.21 . 12 n/a n/a "FT r. BCDL - 10.0 Code IBC2015/1-PI2014 Matrix -AS Weight: 298 Ib 9 1 = 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. o WEBS 2X4 DF No. 1&Btr G WEBS - 1 Row at midpt 2-25 JOINTS 1 Brace at Jt(s): 15,17 REACTIONS. All bearings 0-3-8. (lb) - Max Horz 1=183(LC 41) + r , Max Uplift - 4 l uplift 100 Ib or less at joint(s) except 1=126(LC 36),- 25=663(LC 44), 12=-422(LC 45), 10=-648(LC Max Grav All reactions 250 Ib or less at joint(s) except 1=270(LC 74), 25=2416(LC 57), 12=3197(LC 71), 10=405(LC 42) FORCES.(Ib) - Max. Comp./Max. Ten. - Ail forces 250 (lb) or less except when shown. - TOP CHORD 1-2=377/1081, 2-3=-632/2401, 3-4=16701795, 4-5=2908/1196, 56=2180/9491 �. r 6-7=1504/573,7-8=1125/528,8-9=-694/638,9-10=986/1891 a BOT CHORD. ' 1-26=1044/373, 2526=10441509, 24-25=2546/1122, 23-24=37911805, + 22-23=594/2580, 21-22=269/1560, 20-21=216/1005,18-20=0/865,17-18=129/283, " 1517=146/269, 14-15=1961/565, 12-14=1982/558, 13-16=411/411, 12-13=-565/565, ' 10-12=1623/1016 WEBS - 2-26=0/309, 2-25=21361361, 3-25=1439/552, 3-24=1403/3976, 4-24=1374/597, „ 4-23=536/1027, 522=751/369, 6-22=131/1319, 6-21=744/199, 7-21=1801980, ' ` 1 7-18=625/157, 9-12=2485/439, 8-15=1489/274, 8-18=134/943, 9.15=304/2197 r NOTES- . 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B-45ft; L=58ft; eave=7ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 510-0, Interior(1) 510-0 to 33-3-11, Exterior(2) 33.3-11 to 39-0-5, Intedor(1) 44-10-5 to 60.40 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and r - forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 0FESSIO& 2) TCLL: ASCE 7-10; Pf-20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 OQ� ZfI , 1 3) Unbalanced snow loads have been considered for this design. ' qtr, �M A� tiC 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs Z 2 non -concurrent with other live loads. <u 5) Provide adequate drainage to prevent water ponding. • - C 7068 6) All plates are MT20 plates unless otherwise indicated. t' " 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrerlt with any other live loads. * .1-.3072018 * . 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 ft between the bottom chord and any other members. • • F ST \P 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 126 lb uplift at joint 1, 663 Ib uplift at joint 25, 422 Ib uplift at joint 12 and 648 Ib uplift at joint 10. 11) This truss has been designed for a total drag load of 3000 lb. Lumber DOL --(1.33) Plate ado D01-41.33) Conned truss to resist npramhor :)n 91711A ®WARNING -Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IIMMJI rev. 10A1]20f5 BEFORE USE. Design valid for use only with Mrrek® 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 Is for MIT®Ks always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see , ANSUTPII quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply fire repair K2686624 160881 B3D PIGGYBACK BASE 1 1 Job Reference o tions meeks lumber, redding 8.010 s Apr 20 2016 MTek Industries, Inc. Mon Dec 19 18:50:29 2016 Page 2 NOTES- ID:U4d6wkmzJQrOLVIEEARzabygkgW-dhLfeNIJUazp5SR1p4raxAp8b4yBjJD5lfOsOLy7JUe 12) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. WARNING -Ve d-1MI-7473m, tlIy gn parameters entl READ NOTES ON THIS AND INCWDED IIBiEN REFERENCE PAGE 1N0.12015 BEFORE USE. Design valid for use only with Mi ek® 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 budding of individual truss web and/or chord members only. Additional temoorary end permanent bracing Is MiT®k• always required fm 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 ANSUMI quality Crfterla, DSB-89 and BC51 Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Py fire repair �• a b truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall TCLL 20.0 SPACING- 2-0-0 K2686625 160881 B4 Piggyback Base 1 1 GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.22 26 Job Reference (optional) meeKs tumver, reaatng 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Dec 19 18:50:31 2016 Page 1 ID:U4d6wkmzJQrOLV1EEARzaby9kgW-Z3TQ33rtZOBEXLmbQwVt20buV6td3BHIOUzVy5Ey7JUc N 4 26 1 27-1-5 3 0 3 s a 2-0.0 49.3 433 49.3 67.6 6.2.6 6-2-6 5.65 08- 5.61 4 1- 4$11 -68 65.4 2-60 " Scale= 1:107.1 2.00 12 5x8 6x12 = 6 540 �439 37 3 38 c5. i 2 27 d 30 29 28 5x8 4x6 = 2x4 I I 3x10 = 5x8 = 4x6 = 6.00 12 5x8 = 8x18 M18SHS 44 a 45 9 46 47 3.065-2 5x8 z: " - 22 19 20 II 16 15 4x4 II 2x4 II 4x4 II 2x4 II 6X12 = 2x4 II k 45.5-9 4-33 9.6.5 141-12 1 261614 • 27-15 32-2-0 1 36-4-0 3 5 42.4-0 44-67 4 562-0 S9h0 493 433 47-7 0.1-12 67E 62-0 5.0.11 5.0.5 3311 2-17 0. 6 }10-4 611-2 ' 4x6 = LOADING (psf) 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 b truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.22 26 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL - 1.15 BC 0.68 Vert(CT) -0.17 15-36 >621 180 M18SHS 220/195 BCLL 0.0 Rep Stress Ina YES WB 0.63 Horz(CT) 0.21 15 n/a n/a arnl , n n Code IBC2015ITP12014 Matrix -AS Weight: 305 lb 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&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No. 1&Btr G JOINTS 1 Brace at Jt(s): 18, 20 REACTIONS. All bearings 0.3-8. (lb) - Max Horz 2=181(LC 12) Max Uplift All uplift 100 lb or less at joints) except 2=142(LC 10), 28=287(LC 14), 15=255(LC 14), 13=-407(LC 43) Max Grav All reactions 250 Ib or less at joint(s) 13 except 2=399(LC 36), 28=2393(LC 19), 15=3191(LC 33) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=505/838, 34=145/1658, 45=257/2369, 5-6=1662/250, 6-7=2905/399, 7-8=2181/327, 8-9=15051321, 9-10=1090/270, 10-12=-438/157, 12-13=155/1867 BOT CHORD 2-30=813/493, 29-30=813/493, 28.29=1624/227, 27-28=2439/384, 26-27=132/1797, 25-26=162/2577, 2425=011561, 2324=01914, 21-23=01873.20-21=1131282, 3 18-20--127/268,17-18--2039/323,15-17=2060/316,13-15=1535/250 WEBS 329=1142/152, 429=0/337, 428=1354/142, 5-28=13441262, 5-27=-469/3997, 6.27=1381/246, 6.26=30(767, 7-25=747/196, 8-25=81/1318, 8-24=7441117, 9-21=619/84, 9-24=90/978, 12-15=2474/362, 10.18=1500/210, 10-21=38/940, 12-18=228/2259 NOTES - 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf BCDL=4.8psf; h=25ft; B=45ft; L=58R; eave=7ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Extedor(2) -2-0-0 to 310.0, Interior(1) 3-10.0 to 33311, Exterior(2) 33-311 to 39-0-5, Intedor(1) 4410-5 to 60-40 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 20.0 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) All plates are 3x6 MT20 unless otherwise indicated. 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 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. 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 142 Ib uplift at joint 2, 287 Ib uplift at joint 28, 255 Ib uplift at joint 15 and 407 Ib uplift at joint 13. 12) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and % gypsum Q�pFESS10/yq'l ZHgO Fye C70 8 December 9n 9n1R sheetro ®WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED 94fEX REFERENCE PAGE MI -7471 rev. faI&W015 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 b truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall iipa building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing always for WOW required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPi1 quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply fire repair 8x8 3x6 = 534 PLATES GRIP (Roof Snow=2 K2686626 160881 B5 Piggyback Base 14 1 32 Vert(CT) -0.51 20-21 >836 180 oS 1 2 WB 0.61 Job Reference a tional meeKs lumoer, reading 49.3 4-9-3 6-7.6 2.00 12 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Dec 1918:50:33 2016 Page 1 ID:U4d6wkrrizJQrOLMEEARzebygkq W-VSaATIopYoUFa3lo2wwW50zrshOJfBjhyH_396y7JUa 27-1-5 33.311 39.0.5 448.7 50.0.8 54-2.4 58-0-0 60.4-0 8-2.6 6-2d 5.6.10 5.6-1 581 41-12 41-1 22-00 Scale =1:107.1 5x8 = 49.3 49-3 47-7 0.1-12 6.7.6 6-2-6 5411 1-1-1 5-&10 Strt 5.8.1 6x12 Plate Offsets (X.Y�— r2:0-3-4.Edde1. (5:0--0.0-3-4j. [8:0-4-8.0.1-121. rg:0-4-4.0-2-01, 1`10:0-3-4.Edge1 rl5:1-3-0.0-2-121 (21:0-2-4 0-2-81 r22:0-5-4.0-2-121, r23:0-3-8.0-1-81 LOADING (psf) TCLL 20.0 8x8 3x6 = 534 PLATES GRIP (Roof Snow=2 3x6 = 433 38 8 39 9 40 41 31 3 32 Vert(CT) -0.51 20-21 >836 180 oS 1 2 WB 0.61 10 alt Code IBC2015/fP12014 42 = 35 Weight: 288 Ib FT = 20% 24 23 22 applied. 4x6 = 20 II 3x10 = 5xB = 4x6 = 43 2x4 d Max Horz 2=181(LC 12) 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Dec 1918:50:33 2016 Page 1 ID:U4d6wkrrizJQrOLMEEARzebygkq W-VSaATIopYoUFa3lo2wwW50zrshOJfBjhyH_396y7JUa 27-1-5 33.311 39.0.5 448.7 50.0.8 54-2.4 58-0-0 60.4-0 8-2.6 6-2d 5.6.10 5.6-1 581 41-12 41-1 22-00 Scale =1:107.1 493 9$5 141-121 20.1 14 27-15 32-2-0 1 39.0-5 44$7 50.0.8 5x8 = 49.3 49-3 47-7 0.1-12 6.7.6 6-2-6 5411 1-1-1 5-&10 Strt 5.8.1 0.1-12 8-1-12 Plate Offsets (X.Y�— r2:0-3-4.Edde1. (5:0--0.0-3-4j. [8:0-4-8.0.1-121. rg:0-4-4.0-2-01, 1`10:0-3-4.Edge1 rl5:1-3-0.0-2-121 (21:0-2-4 0-2-81 r22:0-5-4.0-2-121, r23:0-3-8.0-1-81 LOADING (psf) TCLL 20.0 8x8 CSI. 6.00 12 PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.65 38 8 39 9 40 41 3x6 i 36 37 Vert(CT) -0.51 20-21 >836 180 6x8 7 Rep Stress Ina YES WB 0.61 10 BCDL 10.0 Code IBC2015/fP12014 42 = 35 Weight: 288 Ib FT = 20% LUMBER- BRACING - 5x8 6 applied. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. 11 8 ]5x8 REACTIONS. (Ib/size) 2=305/0-3-8,22=237610-3-8,15=249710-3-8,13=271/0-3-8 43 2x4 d Max Horz 2=181(LC 12) 1918 Max Uplift 2=143(LC 10), 22=287(LC 14), 15=273(LC 14),13=506(!_C 43) 12 a 20 6x8 = 17 3x6 3x6 � 3x6 � 13 21 BOT CHORD 2-24=858/473, 2324=858/473, 22-23=1673/229, 21-22=-2489/386, 20-21=131/1828, 16 .} tis 5x8 1315=15481229 5x8 WEBS 323=1145/152, 423=0/337, 422=1354/142, 522=1361/262, 5-21=-470/4075, 6.21=1410/246, 6-20=30/802, 7-19=735/196, 8-19=79/1349, 8-18=739/115, 15 3.00 12 11-15=25251352.12-15=325/98 4x6 = NOTES - 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=58ft; eave=7ft; Cat. 8x18 M18SHS = 493 9$5 141-121 20.1 14 27-15 32-2-0 1 39.0-5 44$7 50.0.8 511-4 58.4.0 49.3 49-3 47-7 0.1-12 6.7.6 6-2-6 5411 1-1-1 5-&10 Strt 5.8.1 0.1-12 8-1-12 Plate Offsets (X.Y�— r2:0-3-4.Edde1. (5:0--0.0-3-4j. [8:0-4-8.0.1-121. rg:0-4-4.0-2-01, 1`10:0-3-4.Edge1 rl5:1-3-0.0-2-121 (21:0-2-4 0-2-81 r22:0-5-4.0-2-121, r23:0-3-8.0-1-81 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL in (loc) Ildefl Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.23 20 >999 240 MT20 220/195 10) TCDL 10.0 Lumber DOL 1.15 BC 0.38 Vert(CT) -0.51 20-21 >836 180 M18SHS 220/195 BCU_ 0.0 Rep Stress Ina YES WB 0.61 Horz(CT) 0.22 15 n/a n/a BCDL 10.0 Code IBC2015/fP12014 Matrix -AS Weight: 288 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&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No. 1&Btr G REACTIONS. (Ib/size) 2=305/0-3-8,22=237610-3-8,15=249710-3-8,13=271/0-3-8 Max Horz 2=181(LC 12) Max Uplift 2=143(LC 10), 22=287(LC 14), 15=273(LC 14),13=506(!_C 43) Max Grav 2=395(LC 36), 22=2419(LC 19), 15=3288(LC 33) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4851883, 3.4=145/1708, 45=257/2418, 56=1690/250, 6.7=2977/400, 7-8=2266/328, 8-9=1575/322, 9-10=1150/272, 10-11=528/145, 11-12=199/2143, 12-13=155/1804 BOT CHORD 2-24=858/473, 2324=858/473, 22-23=1673/229, 21-22=-2489/386, 20-21=131/1828, 19-20=161/2644, 18-19=0/1633, 17-18=0/965, 16-17=26/399, 15-16=20041345, 1315=15481229 WEBS 323=1145/152, 423=0/337, 422=1354/142, 522=1361/262, 5-21=-470/4075, 6.21=1410/246, 6-20=30/802, 7-19=735/196, 8-19=79/1349, 8-18=739/115, 9-18=921968, 9-17=561/81, 1D-17=32/852,10-16--1472/220,11-16=254(2378, 11-15=25251352.12-15=325/98 NOTES - 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=58ft; eave=7ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 310-0, Interior(1) 310-0 to 33311, Extedor(2) 33311 to 39.0-5, Interior(1) 4410.5 to 604-0 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 �FESS10/y A(F 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for OQ� ZFi greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs M A non -Concurrent with other live loads. 41 5) Provide adequate drainage to prevent water ponding. m 6) All plates are MT20 plates unless otherwise indicated. C 70068 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 9-30, 18 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 143 Ib uplift at joint 2, 287 Ib uplift at joint 22, 273 Ib uplift at joint 15 and 506 Ib uplift at joint 13. A��FOEL 11) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and 54° gypsum sheetrock be applied directly to the bottom chord. December 20,2016 ®WARNING - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI.7477 rev. 1010312016 BEFORE USE • Design valid for use only with MTekO connectors. This design Is based only upon parameters shown, and is for an individual Wilding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property in_orporate 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 for Welk' always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB•89 and SCSI Building Component 250 Klug Grde Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qry ' Ply fire repair r' F 68 K26627 . 160881 B6 Y PIGGYBACK BASE 2 1 �• Job Reference (optionall,j meeKs lumoer, , reoc ing B.UlU s Apr 20 2016 Mi lek Industries, Inc. Mon Dec 19 18:50:35 2016 Pagel 'ID:U4d6wkmzJQrGLVIEEARzaby9kgW-RdmQg43QkzpNuB9Ky_AR2AeV1G724_PbTAE7y7JUY. 2-0-0 - 7-0-14 14-1-12 20.10.14 26-2-7 31.6-0 3 1 39.0-5 44.67 SD•0.8 5412 - 58.4-0 0-4- 2-0-0 7-0-14 7-0.14 69-2 53-9 , 539 -0-1 5-8-10 • 5�-1 - 5�-1 4-1-12 4-1-12 2-00 - ,�. - Scale= 1:107.1 ` a j' a , (' • 5x8 = .. 10x14 MISSHS •_ 6.0DF1_2 - 5x87 •8 •39 9 , 40 f 41 . i 3x6 / gg y 6x8 J .. - 2.00 12 r - .37 • ' 10 ' 6 42 •. 4 5x8 = ..36 4x6 \ 4 '%2 O ' 6x12 = 5 11 43 ' 3x6 = 435 i •� - 2x4 34 22 19,* _ 12 0 33 3 i . < 1 x12 = T 18 '• . 1 2 s - 5x8 , h .. a 3x6 = , 17 13 t d r s 26 - 25 .24, 1. 3 F,.,, 23 21 20' ~-' 5x8 1615 . 2x4 I I 5xB = 4x12 = i • 5x8 = 4x4 I I . , .3.00 �` 4x6 = 4x6 = - � _ , 4x6 = . 8x18 Ml8SHS = 1.7 58-4-0 7-114 - 7-0.14 6-9-2 53-9 - 539 31 5-610 561 Sb1 - 0.1-12 8-1-12 Plate Offsets (X,Y)- [2:0-3-4, Edge], (4:0-6-0,Edge], [8:0.4-8,41-12], [9:0-10-8,0-1-12], [10:0-3-4,Edge], (11:0-2-8.G-1-81,[16:1-3-0.0-2-12],[21:0-2-0,0-0-8], (22:0.7-8,0-2-8],' 123:41-8,42-41 1`24:13-3-8.0-2-01, F25:0-3-8.0-3-01,. ` LOADING (psf) SPACING- 2-40 CSI. _ DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC • 0.69 , Vert(LL) -0.23 20 >999 240 L MT20 2201195 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.54 Vert(CT) - -0.54 20 >794 ' ,180 M18SHS 2201195 TCDL• 10.0 Rep Stress Ina YES WB 0.75 Horz(CT) 0.22 16 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS _ ,Weight: 3131b FT = 2096 LUMBER- BRACING- F TORCHORD 2X4 DF No. I&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No. 1&Btr G w BOT CHORD Rigid ceiling directly applied. Except: WEBS 2X4 DF No. 1&Bir G u 1440 ac bracing: 21-22 t WEBS 1 Row at midpt 3-25 JOINTS 1 Brace at Jt(s): 22 REACTIONS. (lb/size) 2=383/43-8, 25=2272/43-8, 16=2553/(43-8 + bearing block) (req. 0-3-9),13=25_810-3-8 Max Horz 2=181(1_C 12) 1 ` F' Max Uplift 2=137(1_C 10), 25=262(LC 14),16=249(!_C 14), 13=478(LC 43) F Max Grav 2=444(LC 36), 25=2321(LC 36), 16=3331(LC 33) I FORCES. (1b;_ Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ` TOP CHORD 2-3=-4551513, 3-4=166/1746, 45=1511/268, 56=1911/338, 6-7=32291367, + - 7-8=2093/344, 8.9=18461325, 9.10-1335/284, 1411=594/167, 11-12=16112066, , F 12-13=11811728 BOT CHORD 2-26=-485/439, 25-26=-485/439, 24.25=1496/229, 23-24=126/1511, 7-22=-68/2123, z 19-22--35/2861,18-19=0/1101, 17-18=01459,16-17=1935/310,13-16=1480/197 - WEBS 3-26=0/281, 3-25=2003/234, 4-25=1870/347, 4-24=370/3102, 5-24=962/189, ,. 623=1469/126, 22-23=138/2189,6-22-0/1191, 7-19=21921186, 8-19=42n47, 9-19=78/1118, 9-18=-601174, IG -18=231900,10-17=1516/209,'11-17=238/2446, y .11-16=2586/338, 12-16=325/97 r , NOTES- 1) 2X4 OF No.1 &Btr G bearing block 12" long at it. 16 attached to front face with 2 rows of 10d (0.131"x3") nails spaced 3" D.C. 8 Total fasteners. Bearing is assumed to be DF No.1&Btr. 2)•Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=58ft; eave`7ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Extedor(2) -2-40 to 3-140, Interior(1) 3-140 to 33-3.11, Exterior(2) 33-3-11 to �OfESS/0&4 39-45, Interior(1) 44145 to 6440 zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and COQ ZH `FC forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; PF --20.0 psi (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 •, = q " y2 4) Unbalanced snow loads have been considered for this design. Ufmrl 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs C 70068 ; non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. '' x-30-2018 7) All plates are MT20 plates unless otherwise indicated. 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 a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.60 tall by 2-0-0 wide will fit between the bottom chord and any other members. A`1F 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 137 Ib uplift at joint 2, 262 Ib uplift at December 20,2016 ift at inint 1A and A7W6g111J"nt 13 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MY -7473 rev. foOMOIS BEFORE USE .. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not y ff 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH 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, C 92880 • � r Job Truss Truss Type Qty Ply fire repair 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 budding of individual truss web and/or chord members only. Additional temporary and permanein bracing is K2686627 160881 B6 PIGGYBACK BASE 2 1 Corona, CA 92880 Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MTek Industries, Inc, Man Dec 1918:50:35 2016 Page 2" ID:U4d6wkmzJQrOLVIEEARzaby9kgW-RdmQg43QkzpNuB9Ky_AR2AeV1G724_PbTAE?y7JUY NOTES - 12) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the 'bottom chord. Job Truss Truss Type Qty Ply fire repair 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 budding of individual truss web and/or chord members only. Additional temporary and permanein bracing is K2686627 160881 B6 PIGGYBACK BASE 2 1 Corona, CA 92880 Job Reference (optional) ®WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED Mn TX REFERENCE PAGE AM -7473 rev. I&W/2015 BEFORE USE. , Design valid for use only with MrreW connectors. This design Is based only upon parameters shown, and is for an individual building component, not Lao' 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 budding of individual truss web and/or chord members only. Additional temporary and permanein bracing is MiT®k� 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 ANSUTPII quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. -' 250 Klug Cirde Corona, CA 92880 Job Truss TnlssType Qty in repairK2686626 Udefl Ud PLATES GRIP �Ply1fire Plate Grip DOL 1.15 160881 B7 GABLE COMMON 1 >999 240 MT20 220/195 (Roof Snow --20.0) 13.16=15261206 Job Reference (optional) meexs tumoer, reaatng B.010 s Apr 20 2016 MTek Industries, Inc. Man Dec 1918:50:37 2016 Page 1 ID:U4d6wkmzJQrOLMEEARzaby9kgW-ODghJ6rKb1_g3h2aHl_SFs8XMljhbxbHtuyHlty7JU W 2-0.0 6-11-10 13-11 20-10-14 26-2-7 31.6-0 1 39-0-5 44-7 50-0-8 542-0 58-4-0 24Y0 6 11-10 8 11-10 6 11-10 5-3-9 5.3-9 -9-1 5-8-10 5drt 5�i 1 41-12 41-12 2-0-0 d, d '1 2 dC:::7__ 5x8 = 6.00 12 - 5x8 7 8 59 3x6 58 57 6 i 10x14 MISSHS = 9 60 61 34 10 62 Scale = 1:107.1 4x6 = 27 26 25 6xB = 24 23 4x12 = 5x8 = 21 20 4x4 II 3.00112 5x8 zzz 8x18 M18SHS = 4x6 = i 111 4 6.11-10 6-11-10 04}12 6.10-14 - 539 539 -9.1 5.8-10 5.8-1 5�-1 0-1-12 8-1-12 Plate Offsets (x,Y)- [4:0.6-0,0-3-4), (8:0-4-8,0-1-12), [9:D-10-8,0-1-12], [11:0-4-0,0.3-4], [16:1-3-0,0-2-12), [21:0.2-0,0-0-8), [22:0-7-8,0-2-8], [23:D-1-12,0.2-0], [24:D -3-8,D-2-0] ,[28:0-1-11,0-1-01.[40:G-1-11.0-1-01. [43:0-1-11.0.1-01 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.23 20 >999 240 MT20 220/195 (Roof Snow --20.0) 13.16=15261206 WEBS 3-26=266/178, 3-25--1207/154,4-25=-1829/339,4-24=359/3154, 524=940/182, 6-23=1463/126, 22-23=153/2218, 6-22=0/1184, 7-19=2216/199, 8-19=-45/750, 9-19=8511135, 9-18=-639n9,10-18=30/950,10-17=1529/214, 11-17=238/2409, 1Lumber TCLL 10.0 DOL 1.15 BC 0.54 Vert(CT) -0.56 20 >778 180 M18SHS 220/195 BCLL 0.0 Rep Stress Ina YES WB 0.81 Horz(CT) 0.23 16 n/a n/a 23 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry BCDL 10.0 Code IBC20151TPI2014 ' Matrix -AS Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 9 30- 8 Weight: 332 Ib FT = 20% LUMBER- 5) Unbalanced snow loads have been considered for this design. S P BRACING - AUFO� 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 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. Except: WEBS 2X4 OF No. 1&Btr G 10-0-0 oc bracing: 21-22 OTHERS 2X4 OF No.1 &Btr G JOINTS 1 Brace at Jt(s): 22 REACTIONS. All bearings 14-3-8 except (jt=length) 16=0-3.10 (input: 0-3-8 + bearing block), 13=0-3-8. (lb)- Max Horz 2=181(LC 12) Max Uplift All uplift 100 Ib or less at joird(s) 27 except 2=114(LC 10), 25=233(LC 14),16=260(1_C 14), Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 13=503(LC 43), 26=352(LC 33) a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Max Grav All reactions 250 Ib or less at joint(s) 26 except 2=306(LC 34), 25=2190(LC 33), 25=2063(LC 1), building design. Bracing indicated is to prevent buckling of Ind'Mdual Wu web and/or chord members only. Additional temporary and permanent bracing is 16=3372(LC 33), 27=435(LC 19), 2=295(LC 1) always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage• delivery• erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, 086-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandde, VA 22314. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=22/521, 3-4=13211683, 45=1573/296, 56=1936/351, 6-7=3246/379, 7-8=20981350, 8-9=18521331, 9-10--13271285, 110-1111=567/1163,111-12=176/2135, 12-13=130/1780 BOT CHORD 2-27=452177, 26-27=452!77, 25-26=-452177, 24-25=1442/193, 23-24=15311571, 7 -22=8112149,19 -22=4612877,18-19=011094,17-18=0/435,16-17=-1902/314, 13.16=15261206 WEBS 3-26=266/178, 3-25--1207/154,4-25=-1829/339,4-24=359/3154, 524=940/182, 6-23=1463/126, 22-23=153/2218, 6-22=0/1184, 7-19=2216/199, 8-19=-45/750, 9-19=8511135, 9-18=-639n9,10-18=30/950,10-17=1529/214, 11-17=238/2409, 11-16=-2626/346,12-16=336/102 NOTES - 1) 2X4 OF No.1 &Btr G bearing block 12" long at jt. 16 attached to front face with 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Total 9'(Ossloi fasteners. Bearing is assumed to be DF No.1&Btr. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=58ft; COL Q ZH,q� Fti� eave=7ft; Il; Exp C; MWFRS C �Q,� y,M enclosed; (directional) and -C Extedor(2) -2-0-0 to 3-10-0. Interior(1) 310-0 to 33-3-11, Exterior(2) 33-3-11 to 39-0.5, Interior(1) 4410-5 to 60.4-0 left = zone; cantilever and right exposed; end vertical left and right exposed;C-C for members and V m forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 J C 70068 23 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 9 30- 8 4) TCLL: ASCE 7-10; PF --20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 * 5) Unbalanced snow loads have been considered for this design. S P 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. AUFO� 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. December 20.2016 gn tin ed - ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED IIWEK REFERENCE PAGE 50/-747)[ rev. 14[=015 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 Luz' 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 Ind'Mdual Wu web and/or chord members only. Additional temporary and permanent bracing is MiT®k- always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage• delivery• erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, 086-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandde, VA 22314. 250 Klug Circe Corona, CA 92880 Job Truss Truss Type Qty repairK2666628 a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall [tyifire building design. Bracing Indicated is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing is 160881 B7 GABLE COMMON 1 250 Klug Circle Corona, CA 92880 Job Referelie (optional meexs iumoer, reo0mg B.010 s Apr 20 2016 MTek Industries, Inc. Mon Dec 19 18:50:38 2016 Page 2 NOTES - I D:U4d6wkmzJQrOLVIEEARzabygkq W-sQO3XSsyM L6XgrdmgT Who4gi6i2wKOrOSYgrKy7JU V 10) Gable studs spaced at 1-4-0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) ' 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. 13) A plate rating reduction of 20% has been applied for the green lumber members. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 27 except (j Ab) 2=114, 25=233, 16=260, 13=503, 26=352,2=114. 15) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 'A' gypsum sheetrock be applied directly to the bottom chord. ®WARNING -V d& design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE AW -7473 rev. I&WI2015 BEFORE USE. ■■ Design valid for use only with MTek® 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 budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing is �IT®k• always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qry in fire repair I/deft L/d ' GRIP �Ply K2686629 160881 B8 PIGGYBACK BASE 3 1 240 MT20 220/195 Lumber DOL 1.15 BC 0.65 Job Reference (optional) meeks lumber, reddmg 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Dec 19 18:50:39 2016 Page 1 ID:U4d6wkmzJQrOLMEEARzaby9kgW-KLyRkota7eE0t Cy0A1wLHDuR6MW3phaKCRNNmy7JUU 5-10-0 11-8-0 17.6.0 . I :'11 25-05 30i'r7 36.0-8 40-2-4 44-4-0 46 -0 2-0-0 5-10-0 510-0 5-10-0 1-9-11 5�'i-1 51'x1 4-1-12 4-1-12 2-0.0 Scale - 1:81.3 5x8 = _ 6.00 12 Bx8 — 6x8 % ,6 33 34 7 35 3.00L w 4x6 = r. 2x4 II 5x8 = 2x4 II - 3x8 — 8x18 M18SHS = 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 0.51 Vert(LL) -0.27 18 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.65 Verl(CT) -0.65 18 >669 180 M18SHS 220/195 10) TCLL 10.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.33 14 n/a n/a Rin Ia'O Code IBC2015/rP12014 Matrix -AS Weight: 254 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&BIT G TOP CHORD BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD WEBS 2X4 DF No. 1&Btr G JOINTS REACTIONS. (Ib/size) 2=1388/0.3.8, 14=2835/(0-3-8 + bearing block) (req. 0-3-14), 11=393/0.38 Max Harz 2=212(11_C 12) Max Uplift 2=233(LC 14), 14=264(LC 14), 11=632(LC 39) , Max Grav 2=1678(LC 31), 14=3661(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3022/400, 3-4=2480/387, 4.5=3775/435, 56=2386/385, 6.7=2109/360, 7-8=1422/295, 8-9=460/167, 9-10=183/2422, 10-11=141/2079 BOT CHORD 2-22=260/2648, 21-22=-260/2648, 520=129/2654, 17-20=110/3355, 16.17=0/1178, 1516=0/368,14-15=22721337,11-14=1792/242 WEBS 3-21=592/105.4-21=14031151, 20-21=21812754,4-20=0/1146,5-17=2697/255, 6-17=65/886, 7-17 =111/1384, 7-16=749/92, 8-16=-45/1083, 8-15=1702/224, 9-15=260/2728, 9-114=28291358,110-114=327194 Structural wood sheathing directly applied Rigid ceiling directly applied. Except: 10-0.0 oc bracing: 19-20 1 Brace at Jt(s): 20 NOTES - 1) 2X4 DF No.i &Btr G bearing block 12" long at jt. 14 attached to from face with 2 rows of 10d (0.131'IA3") nails spaced 3" o.c. 8 Total fasteners. Bearing is assumed to be DF No.1&Btr. 2) Wind: ASCE 7-10; VuI1=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=44ft; eave=5ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 2-53, Interior(1) 2-53 to 19-3-11, Exterior(2) 19-3-11 to . 25.0-5, Interior(1) 31-3-9 to 46-4-0 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 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; 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 MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem 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 bottom chord and any other members. 10) A plate rafing 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 lb uplift at joint(s) except (jt=1b) 2=233,14=264,11=632. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetmck be applied directly to the bottom chord. r Q�pFESSIOAt ZHA� �ycZ C 70068 December 20,2016 ® WARNING - VenTy design parameters and READ NOTES ON THIS AND INCLUDED 89TEK REFERENCE PAGE 801-7473 mv. 10,07A015 BEFORE USE. www■■■■w Design valid for use only with Mi ek® 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 budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing t�. 'y,IT®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 ANSUrPH quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Mug Circle Corona, CA 92880 Job Truss Truss Type + Dty Ply fire repair BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. Except: WEBS 2X4 DF No. 1&BV G K2686630 160881 89 GABLE 1 1 EXP. 9-30-2018 (lb) - Max Horz 2=212(LC 13) non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. CIV[1- Max Uplift All uplift 100 Ib or less at joints) 15,14 except 2=240(LC 14), Job Reference (optional) meeKS iumDer, reaaing -2-0.0 , 510-0 1180 17fi-01931 i 2-0-0 5.10-0 6-10-0 5-10-0 1-9-11 s 5x8 = 6.00 12 6x8 II 3x6 12x12 % 3x6 5 3x6 4 108 12x12 i 3x6 i 107 8x8 % 106 I 4x4 % 3 23 20 t05 8x78 M 6x8 = 2 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Dec 19 18:50:52 2016 Page 1 rOLV1EEARzaby9kgW-R6EMTE1 k3etYM_iSfPmzM 1 G9jLoMcjlUJk5aKWy7JUH 5-8-10 561 581 4-1-12 4-1-12 ' 2-0.0 Scale = 1:84.1 5xB = 7x12 MT20HS 4x4 6 109 110 7 111 5x8 = Z4 6x6 3.00 t1L 17 6x18 M18SHS = 16 15 14 axa II 34 = 444-0 5.10-0 510-0 5-10-0 -9-11 5610 561 581 838 Plate Offsets (X,Y)— (2:04,0,D -3 -1],[3:0 -6.0,0 -6 -8],[5:0 -4 -0,D -1-81,[6:D-5-8,0-24]. [7:0.6-0,0-2-8], [10:0-5.0,0-3-0], [11:0-3-10,0-0-8], [12:0-0-8,Edge], [12:0-3-8,Edge], [17:1-4-0,0-3-0], [23:0-9-0,0-2-12], [24:0-1-8,0.2-4]; [39:0-1-9,0-1-0], [43:0-1-9,0-1-0], [47:0-1-9,0-1-0], [52:0-2-4,0-0-8], [55:0-1-13,0-1-0], [59:0-1-13 ,0.1-01, [62:0-1-13,0-1-0],[66:0-4-0,0-5-0], [74:0-0-0,0-5-0], [79:0.2-0,0-0-8], [84:0-1-13,0-1-0], (87:0-1-13,0-1-0].[90:D-1-13,0-1-0], [94:0-1-14,0-1-0], [96:04-0,0.5-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFLin (loc) Ildefl Ud PLATES GRIP TCLL 20.0 1plate Grip DOL 1.15 TC, 0.35 Vert(LL) -0.24 21 >999 240 MT20 220/195 (Roof Snow --20.0) Lumber DOL 1.15 BC 0.66 Vert(CT) -0.58 21 >739 180 MT20HS 165/146 TCD- 10.0 Rep Stress Ina YES WB 0.85 Horz(CT) 0.32 17 n/a n/a M18SHS 220/195 BCLL 0.0 Code IBC2015/rP12014 Matrix -AS Weight: 459 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - 1) Wind: ASCE 7-10; Vuft=110mph (1 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psF, h=25ft; B=45ft; L=44ft; eave=5ft; Cat. 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. Except: WEBS 2X4 DF No. 1&BV G 10-0-0 oc bracing: 22-23 OTHERS 2X4 OF No. 1&Btr G JOINTS 1 Brace at Jt(s): 23 REACTIONS. All bearings 8-3-8 except (jt=length) 2=0-3-8. EXP. 9-30-2018 (lb) - Max Horz 2=212(LC 13) non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. CIV[1- Max Uplift All uplift 100 Ib or less at joints) 15,14 except 2=240(LC 14), OF CA1.�F0� 8) All plates are 2x4 MT20 unless otherwise indicated. 17=274(LC 14), 12=596(LC 39), 12=366(LC 1) 9) The Fabrication Tolerance at joint 23 = 16% December 20.2016 Max Grav All reactions 250 Ib or less at joint(s) 16, 15, 14 except 2=1703(LC 31), 17=3510(LC 31), 17=2704(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3041/406, 3-4=2539/396, 45=3968/461, 56=2480/406, 6-7=2166/374, 7-8=1531/309, 8-10=565/192, 10-11=145/2293,11-12=89/1988 BOT CHORD 2-25=270/2690, 2425=270/2690, 523=154/2819, 20-23=147/31527'19-20=0/1238' 18-19=0/462, 17-18=2169/303, 16-17=1735/183, 1516=1735/183, 14-15=1735/183, 12-14=1735/183 WEBS 3-24=539/95, 424=15021171, 23-24=241/2864, 423=0/1213, 520=28591294, 6-20=87/962, 7-20=111/1382, 7-19=649!73, 8-18=1642/221, 10-18=254/2727, 10-117=2744/331,11-17=286/111, 8-19=25/991 NOTES - 1) Wind: ASCE 7-10; Vuft=110mph (1 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psF, h=25ft; B=45ft; L=44ft; eave=5ft; Cat. pFESSIp/y 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0.0 to 2-53, Interior(1) 2-53 to 19-3-11, Exterior(2) 19-3-11 to 250-5, Interior(1) 31-3-9 to 46-4-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for Q� '9(� -�,M z members and forces & MWFRS for �� reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for loads in the wind plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Utm C 70068 Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. EXP. 9-30-2018 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. CIV[1- 7) All plates are MT20 plates unless otherwise indicated. OF CA1.�F0� 8) All plates are 2x4 MT20 unless otherwise indicated. 9) The Fabrication Tolerance at joint 23 = 16% December 20.2016 ® WARNING - Verify design parametent and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 501-7473 rev. f0A=0/S BEFORE USE. ■■ Design valid for use only with M7ek4D connectors. This design is based only upon parameter: 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 A building design. Bracing Indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing iT®k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IYS fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSUMI Quality Crkela, DSB-69 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 Pty fire repair a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall K2686630 160881 B9 GABLE 1 1 ' Job Reference (optional) meexs sumaer, reaaing B.UI U s Apr Wu 2U1 ti Mi I ek Industries, Inc. Mon Dec 19 18:50:52 2016 Page 2 NOTES- ID:U4d6wkmzJQrOLVIEEARzabygkgW-R6EMTE1 k3etYM_iSfPmzM l G9jLoMcjlUJk5aKWy7JUH 11) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. - 12) ' 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. 13) A plate rating reduction of 20% has been applied for the green lumber members. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 14 except (jt=1b) 2=240, 17=274, 12=596, 12=596. 15) This truss design requires that a minimum Of 7116° structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Verify, design parameters and READ NOTES ON THISAND INCLUDED WEN REFERENCE PAGE MI -7473 rev. 10403r201S BEFORE USE. • ■ Design valid for use only with MiTeM 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 bul ding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - for WOW always required 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 ANSVrPl1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 - r ti. . 1 ®WARNING - Verify, design parameters and READ NOTES ON THISAND INCLUDED WEN REFERENCE PAGE MI -7473 rev. 10403r201S BEFORE USE. • ■ Design valid for use only with MiTeM 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 bul ding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - for WOW always required 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 ANSVrPl1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 - Job Truss Truss Type Qty - Ply fire repair. T Lid ID:U4d6wkmzJQrOLVIEEARzaby9kgW-wtokga2MgVP_BHeD6HCvEoH517 WLAAdYOg7tyy7 2-0-0 5-10-0 11$0 170 K 160881 ,,, C1 Roof Special 4 - ; V '; 1: 1 'l lob « F Scale = 1:65.7 ' BC , 0.73 Reference(optional) 2686631 Page 1 - JUG meeks lumber, redding SPACING- 2-0-0 - 8.010 s Apr 20 2016 MTek Industries, Inc. Mon Dec 19 18:50:53 2016 P DEFL. in (loc) I/deft Lid ID:U4d6wkmzJQrOLVIEEARzaby9kgW-wtokga2MgVP_BHeD6HCvEoH517 WLAAdYOg7tyy7 2-0-0 5-10-0 11$0 170 1 2 .242-11 3035 36-4-0 38-4-0 - 2-0-0 ` 5-10-0 51/}{1 5_-10.0, " 611 .. - 6.0-11 .. 6-0-11 7 2-0.0 - • « F Scale = 1:65.7 -1.15 BC , 0.73 , - •I 180 M18SHS 6.00 12 16x8 = 2.5x5 -,. YES, .. 5 6 ' * 5x8 25"` 26 ` • �.. ..g 27 6x8 t,' a 4, 4x4 • . .r `"' • , �• . • 2x4 = 3 12 P �a _ 12x16 M18SHSr,= - _ r. 23 ..« ••• 7• - F , a. .11 \ - 28 [ 2 ,' 1 �s 4x4 � . rt" 9 di Y 1 t • 16! •�r�1 ^"�i,'� 15 14 ' 13 r:,'•. +r ,3.00 12 , ..' r - - 3x6 = - • ,2x4 11- .5x8 =M J2x4.11 - , '"rY _ 4x8 i r� 17$-0� . 5-10-0 510.0 510-0 9•.5.0 9.5-0 Plate Offsets (X.Y)- 12:0-2-12.0.1-81.[4:0-3-8.0-3-41, 17:0.3-8.Edge1.f12:0-8-0.0-3 10] [15:0.1-8.0-1-81 LOADING (sf) ' 1013 V TCLL P 20.0 SPACING- 2-0-0 - CSI. DEFL. in (loc) I/deft Lid 'PLATES GRIP • (Roof Snow=20.0) Plate Grip DOL 1.15 - . TC 0.57 ` Vert(LL) -0.37 11-12 >999 " 240 MT20 220/195 + + Lumber DOL . -1.15 BC , 0.73 Vert(CT) -1.39 11-12 >314 180 M18SHS .220/195 TCDL .10.0 «" Rep Stress Ina YES, WB 0.77 '� Horz(CT) 0.69 - . 9 ','l n/a n/a - + BCU- 0.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS �. Weight: 188 lb . FT = 20%, 'LUMBER- r n r. •' , 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 ' BOT CHORD - Rigid ceiling directly applied. Except: WEBS _ 2X4 DF No.1 &Btr G : r :' t1 * - • ' 10-0-0 oc bracing: 12-14 - REACTIONS. (Ib/size) 2=1594/0-3-8,9=1595/0-3-8. ' Max Harz 2=192(LC 13) • ` Max Uplift 2=244(LC 14), 9=243(LC 14) ' v FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2824/369, 3-4=2336/359,4-5=3797/395, 5-6=3640/391, 6-7=3259/338, _ 7-8=-4670/512, 8.9=5135/640 t ' BOT CHORD 2-16=221/2466,15-16=221/2466.11-12=330/3969,9-11=510/4676 ri WEBS 3-15=-497/108, 415=1311/125, 12-15=172/2616, 412=0/1336, 6-12=239/2749, 7-12=1124/277, 7-11=0/662, 8-11=403/193 NOTES- 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=36ft; eave=5ft; cat.. 1 . II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-7-10, Interior(1) 1-7-10 to 18.2-0, Exterior(2) 18-2-0 to . 21-9-10 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 II; Exp C; Partially Exp.; Ct=1.1 :� ` , , "• i` r 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) 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-r0 tall by 2-0-0 wide �FESSION 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. ��O �M ZHAQ 9) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify = Z capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0=1b) C 70068 W 2=244,9=243. 11) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and'W gypsum * 9-30- 18 sheetrock be applied directly to the bottom chord. R 1 s+, . December 20,2016 ,&WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED A9TEK REFERENCE PAGE MIJ-7473 rev.'16M015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an indMdual buildingcomponentnot �• 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 budding 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 ANSUTPN Quality Criteria, OSB -89 and BCS1 Building Component ' 260 Klug Circle ' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 i 4 Job Truss Truss Type Qty Ply- fire repair 9-8-12 9.8-12 8-5-4 8S4 ]Job K2686632 160881 C2 Roof Special 3 CSI. DEFL in (loc) Well Ud PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.50 e e ce (optional meeks lumber, redding 8.010 s Apr 20 2016 MTek Industries, Inc. Mon Dec 19 18:50:54 2016 Page 1 ID:U4 d'6wkrzJQrOL\E EARzabygkqW-OV M6u W2?bF7 GbinmgoRSS LTs9U O4d4nn2ag P Oy7J U F 2-0 0 50 11 12-15 18-2-0 19 S-8 25-1-0 30 8 8 36 4 0 383-0 2-0 0 6-0 11 6-0-11 6 0 11 1.3-8 5-7-8 57-8 57-8 2-0-0 ro 91 Scale =1:65.7 5x8 = 6.00 12 4x4 II 3x6 / 4x4 = , . 6x8 _ - - 4x8 Z r 0 l NOTES - 9-8-12 19-5-8 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. 27-10.12 363-0 Design valid for use only with Mtrek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not• 9-8-12 9.8-12 8-5-4 8S4 Plate Offsets (XM- r2:0-2-9.0-1-8]. WD -48.0-3-01. n:0-38.0-331. [12:0-6.0.0-3.101 building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is for 3) Unbalanced snow loads have been considered for this design. IVIiT®k- LOADING (psf) TCLL _ 20.0 TCLL 2 SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.3713-14 >999 240 MT20 2201195 TCLL 10) 10.0 Lumber DOL 1.15 BC 0.69 Vert(CT) -1.2611-12 >346 180 2=254,9=254. BCDL 0.0 Rep Stress Ina YES WB 0.80 Harz(CT) 0.69 9 n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -AS Weight: 184 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. I&Btf G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 OF No. 1&Btr G WEBS 1 Row at midpt 413 REACTIONS. (lb/size) 2=1573/0-3-8,9=1573/0-3-8 - Max Harz 2=192(LC 12) Max Uplift 2=254(LC 14), 9=254(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2717/410, 33=2432/376, 45=2774/390, 5.6=3243/494, 6.7=3440/435, 7-8=4683/574, 8-9=5056/679 BOT CHORD 2-14=254/2410,13-14=160/1948,12-13=95/1676,11-12=394/3996, 9-11=548/4599 WEBS 3-14=363/140, 4-14=0/554, 413=2461/211, 412=72/2437, 512=324/2399, 7-12=940/235, 7-11=0/608, 8-11=312/167 NOTES - 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Extericr(2) -2-0-0 to 1-7-10, Interior(1) 1-7-10 to 18-2-0, Exterior(2) 18-2-0 to Design valid for use only with Mtrek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not• 21-9.10 zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & M WFRS 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 building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is for 3) Unbalanced snow loads have been considered for this design. IVIiT®k- 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. Corona, CA 92880 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide fit will between the bottom chord and any other members, with BCDL = 10.Opsf. FESS/0 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 9 considers parallel to grain value using ANSI/rPI 1 angle to formula. Building designer Q ZHAp grain should verify capacity of bearing �k,� y,M surface. 9) Provide mechanical connection truss to bearing 2 (by others) of plate capable of withstanding 100 Ib uplift at joint(s) except (A=lb) 1m 2=254,9=254. J C 70068 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. :^ P. 9 30-2018 December 20,2016 ®WARNING - Verily dasign parameters and READ NOTES ON THISAND INCLUDED M7rEK REFERENCE PAGE 6111-7473 rev. M=015 BEFORE USE. Design valid for use only with Mtrek® connectors. This design is based only upon parameters shown, and is for an individual budding 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is for IVIiT®k- always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Q=Ilty Criteria, DSB-89 and BCSI Building Component Safety Irdormatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply ' firerepair Ud PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.36 K2686633 rbJo 160881 C3 Common 2 1 Lumber DOL 1.15 BC 0.56 Vert(CT) -0.54 11-12 >804 180 (optional) meeKS mmoer, reaamg 6.010 s Apr 20 2016 Mffek Industries, Inc. Mon Dec 19 18:50:55 2016 Page 1 ID:U4d6wkmzJQrOLMEEARzaby9kgWshwU5G3dMZF7DSQ1 KKJg_ftgjZsepDbwOiJExry7JUE 2 0-0 6-0 11 12-1-5 18-2-0 24-2-11 30 3 5 36 4-0 38-0-0 6.0-11 " 6-0-11 - 611- - 6-0-11 B-0.11 2-0-0 - Scale =1:64.7 5x8 6.00 12 5 , 3x6 4x4 = - 5x8 = 4x4 = 3x6 i Ib LOADING (psf) 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 0.36 Vert(LL) -0.19 11-12 >999 240 MT20 220/195 REACTIONS. Lumber DOL 1.15 BC 0.56 Vert(CT) -0.54 11-12 >804 180 10) TCLL 10.0 BC0.0 ' Rep Stress Incr YES WB 0.20 Horz(CT) 0.14 8 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -AS Weight 174 Ib FT = 20% LUMBER- . BRACING - Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD _ Structural wood sheathing directly applied. BOT CHORD 2X4 OF No. 1&Bit G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 OF No. 1&Btr G' WEBS 1 Row at midpt 6-11,4-11 REACTIONS. (Ib/size) 2=1573/0-3-8,8=1'573/0-3-8 Max Harz 2=192(LC 12) Max Uplift 2=254(LC 14), 8=254(LC 14) a FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2736/408, 34=2475/388, 4-5=1724/363, 5-6=1724/363, 6-7=2475/388; 7-8=2736/408 BOT CHORD 2-12=252/2467,11-12=161/2000, 10-11=181/1940, 8-10=282/2392 WEBS 5-11=160/1140, 6.11=748/189, 6-10=7/527.7-10=344M36, 4-11=748/189, s 4-12=7/527, 3-12=344/136 - NOTES - 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-7-10, Interior(1) 1-7-10 to 18-2-0, Exterior(2) 18-2-0 to 21-9.10 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 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) 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 lb uplift at joint(s) except (it --lb) 2=254,8=254. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and Y.' gypsum sheetrock be applied directly to the bottom chord. " Q�QFESSjO/V U���o �M ZHAo Fyc� CC 70g 068 hk :�'l/ December 20,2016 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED 69TEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE • Design valid for use only with MTek® 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek� always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery• erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DS649 and BC81 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 fire repair a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ID:U4d6wknrzJQrOLVIEEARzaby9kgW-KITUrAF7sN_rc9DuFgvXtQtyF4YgF4EM3nTHy7JUD building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing K2686634 160881 C4 MODIFIED QUEENPOST 1 1 68-D 8.3817-0.8 t7 z zi-z-o 36-0.0 384-0 2-40 a&0 41-8 41.8 41-8 , Job Reference o tional meeks lumber, redding [38:0-3-4.0-2-8) 8.010 s Apr 20 2016 MTek Industries, Inc. Mon Dec 1918:50:56 2016 Page 1 'LOADING (psf) a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ID:U4d6wknrzJQrOLVIEEARzaby9kgW-KITUrAF7sN_rc9DuFgvXtQtyF4YgF4EM3nTHy7JUD building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1b94 SPACING- 2-0-0 CSI. 18.2-0 -z-0.0 68-D 8.3817-0.8 t7 z zi-z-o 36-0.0 384-0 2-40 a&0 41-8 41.8 41-8 , ofsd7.a47 z•a1z - 1sz-o SCI&Q 1:65.2 MT20 220/195 Lumber DOL 1.15 BC 0.35 Vert(CT) 6.00 /2 10 1112 4x4 = 3x10 = 5x8 — ' _ 33 3231 30 29 28 27 26 Plate Offsets (X.Y)= [5:0-40.0-3-0), [10:0-3-O.Edgel. 115:0-4-0.G-3-01,134:0-4-0.0-3-01. [38:0-3-4.0-2-8) Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building eomponem. not 'LOADING (psf) 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 20.0 SPACING- 2-0-0 CSI. DEFL.in (loc) I/deft Ud PLATES GRIP )TCLL (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.06 35-36 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.35 Vert(CT) -0.20 34-35 >999 180 TCDL 10.0 Rep Stress Inca YES WB 0.24 Horz(CT) 0.08 24 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015frP12014 Matrix -S Weight: 259 Ib ' FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. I&Btr G TOP CHORD ' Structural wood sheathing directly applied or4-8-1 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF No. 1&Btr G JOINTS 1 Brace at Jt(s): 37, 38, 42 REACTIONS. All bearings 10-9-8 except (it --length) 2=0.3.8 (lb) - Max Horz 2=192(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 31, 30, 29, 28, 27, 26, 24 except 2=196(1_C 14), 32=632(LC 5) Max Grav All reactions 250 lb or less at joint(s) 31, 30, 29, 28, 27, 26 except 2=1238(LC 19), 33=1390(LC 5), 24=401(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2016/540, 3-4=1840/521, 45=1374/468, 5-6=336/220, 6-7=312/221, 7-8=310/245, 8-9=3401294, 10-11=275/237,11-12=307/251,12-13=3361225, 13-14=307/169, 1815=-300/137, 15-16=332/126, 16-17=359/113, 17-18=266131, 18-19=321/28,19-20=314/0,2G-21=314/0,21-22=315/0,22-23=307/0, 23.24=345/0 BOT CHORD 2-36=370/1728, 35-36=246/1469, 34-35=174/1374, 33.34=-300/1497, 32-33=0/269, 31-32=01269, 30.31=0/269, 29-30=0/269, 28-29=0/269, 27-28=0/269, 26.27=0/269, 2826=0/269 WEBS 5-46=1066/391, 45-46=10651385,38-45=1101/411, 38-39=1230/505,39-47=113401467, 37-47=1341/456, 37-41=1356/470, 40.41=1369/505, 40.42=1379/539, 42-43=1410/565, 43-44=1408/571, 33-44=1421/578, 4-36=-461350, 835=-427/188, 5-35=139/622, 35-39=266178, 3839=79/363, 34-40=296/192, 17-32=289/170 NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=36ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Comer(3) -2-0-0 to 1-7-10, Exterior(2) 1-7-10 to 18-2-0, Comer(3) 18-2-0 to 21-9-10 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 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) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerd 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) 31, 30, 29, 28, 27, 26, 24 except (jt=1b) 2=196, 32=632. Q�pFESSIO/V ZHAo FtiZ� C 70068 EXP. 9-30-2018 December 20,2016 ® WARNING - Ved/y des/gn parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE 11111.7473rev. 1011=015 BEFORE USE. • Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building eomponem. 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 WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of trusses and truss systems, see ANStrTPl1 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 Qty Ply fire repair LOADING (pst) TCLL 20.0 SPACING- 2-0.0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP K2686635 160881 D1 Common 10 _ 1 Lumber DOL 1.15 BC 0.44 Vert(CT) -0.37 8.9 >845 180 BCU- 0.0 ' Rep Stress Ina YES Job Reference o 6onal meeks lumber, redding 8.010 s Apr 20 2016 M7i ek Industries, Inc. Mon Dec 1918:50:57 2016 Page 1 ID:U4d6wkmzJQrOLMEEARzaby9kq Wo41 F Wy5tuAVrSlaQSyLB34zOYMZ_H9oDTOoKOjy7JUC -2.0.0 6-5.8 12-11-0 19-4-8 25-10-0 27-10-0 2-0 0 6.5.8 6-5.8 6-5.8 65.8 2-0-0 Scale: 1/4'=1' 44 - it 4x4 = 4x4 = (I I_ &7-5 17-2-11 25-10.0 8-7-5 8-7-5 8-7-5 Plate Offsets fX.YI- 79:0-4-0.0-3-01 �- LOADING (pst) TCLL 20.0 SPACING- 2-0.0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.17 8-9 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.44 Vert(CT) -0.37 8.9 >845 180 BCU- 0.0 ' Rep Stress Ina YES WB 0.09 Horz(CT) 0.06 6 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -AS Weight: 111 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. i&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 OF No. 1&Btr G REACTIONS. (Ib/size) 2=1153/0-3-8,6=1153/0-3-8 Max Horz 2=127(LC 12) Max Uplift 2=200(LC 14), 6=200(1-C 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=18091284.3-4=1599/288,4-5=1599/288,5-6=1809/284 BOT CHORD 2-9=141/1574, 8-9=37/1022,6-8=171/1562 WEBS 4-8=-69/641, 5-8=-424/168,4-9=-691641, 3.9=424/168 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=26ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Extedor(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 12-11-0, Exterior(2) 12-11-0 to 15-11-0 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 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 cther live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3.60 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. c 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 (it --lb) 2=200,6=200. �FESSIQ/y , 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and Y.' gypsum QEi �,M ZHAO sheetrock be applied directly to the bottom chord. ��� = 2 J C 70068 December 20,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. IOM O15 BEFORE USE. Design valid for use only with MTek® 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing Is for MiT®k- always required 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 ANSVrPh Quality Criteria, OS6-89 and SCSI Building Component Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Ci Circle Corona, CA92880 Job Truss Truss Type Qty Ply fire repair 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. K2686636 lJob 160681 I Common Supported Gable 1 1 Max Uplift All uplift 100 Ib or less at joint(s) 31, 32, 33, 34, 36, 37, 38, 28, 27, 26, 25, 24, 23, 22 except 2=101(LC 14), 20=101(LC 14) Max Grav All reactions 250 Ib or less at joints) 30, 31, 32, 33, 34, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 22 except 2=274(LC 19), 20=274(LC 20) 6) All plates are 2x4 MT20 unless otherwise indicated. Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MTek Industries, Inc. Mon Dec 1918:50:59 2016 Page 1 ID:U4d6wkmzJQrOLMEEARzaby9kgW-kS97xe67QnIZi3koZNOc9V2PjALM14WVwKHR4cy7J UA -2-0-0 12-11-0 25-10-0 27-10-0 2-0 0 12-11-0 12-11-0 2-0-0 Scale: 1 /4' =1' 40 = 10 11 12 4.4 1q LOADING (psf) TCLL 20.0 (Roof Snow --20.0) TCLL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 111.15 Rep Stress Ina YES Code IBC2015/TP12014 CSI. -TC 0.17 BC 0.06 WB 0.05 Matrix -S DEFL. in (loc) I/deft L/d Vert(LL) 0.00 21 n/r 120 Vert(CT) -0.01 21 n/r 120 Horz(CT) 0.00 20 n/a n/a PLATES GRIP MT20 220/195 Wei M: 158 Ib FT = 20% 9 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. i&Btr G Gable End Details as applicable, or consuft qualified building designer as per ANSI/TPI 1. REACTIONS. All bearings 25-10-0. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 (lb) - Max Horz 2=127(LC 13) 4) Unbalanced snow loads have been considered for this design. Max Uplift All uplift 100 Ib or less at joint(s) 31, 32, 33, 34, 36, 37, 38, 28, 27, 26, 25, 24, 23, 22 except 2=101(LC 14), 20=101(LC 14) Max Grav All reactions 250 Ib or less at joints) 30, 31, 32, 33, 34, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 22 except 2=274(LC 19), 20=274(LC 20) 6) All plates are 2x4 MT20 unless otherwise indicated. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. This has NOTES - 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=26ft; eave=2R; Cat. Design valid for use only with N17ek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not 11; Exp C; enclosed; MWFRS (directional) and C -C Comer(3) -2-0.0 to 1-0-0, Extedor(2) 1-0-0 to 12-11-0, Comer(3) 12-11-0 to 15-11-0 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for 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 MiTek' Gable End Details as applicable, or consuft 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) Unbalanced snow loads have been considered for this design. Corona, CA 82880 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. This has ()FESSIO/v 9) truss 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 ,� `FC Q, M ZHA ti wide will fit between the bottom �pQ chord and any other members. 11) A rating reduction of 20% has been for the lumber 2 plate applied green members. 12) Provide C 70068 mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 31, 32, 33, 34, _—V,r 36, 37, 38, 28; 27, 26, 25, 24, 23, 22 except (jt=1b) 2=101, 20=101. Ei1943 '18 * December 20,2016 __ _. ®WARNING - Vergy design parameters Bird READ NOTES ON THIS AND INCLUDED mrrEK REFERENCE PAGE 1101.7473 rev. 1 )MOPS BEFORE USE. • Design valid for use only with N17ek® 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 r building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for MiTek' always required 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 ANSOTPH Quality Criteria, DSB 89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 82880 Job Truss Truss Type Qry, Pty fire repair PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 building design. Bracing Indicated is to prevent budding of individual truss web and/or mord members only. Addhicnal temporary and permanent bracing is for K2686637 160881 E1D COMMON GIRDER 1 TCDL 10.0 Lumber DOL 1.15 BC 0.57 Vert(CT) -0.50 .9-10 >572 180 Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MTek Industries, Inc, Mon Dec 19 18:51:012016 Page 1 ID:U4d6wkmzJQrOLVIEEARzaby9kg WhrHmMJ8OxP7GxNuBhoQ4Ew7cRzwOsipOdmY9Uy7JU8 8.0-0 12-0-0 18-0-0 20-60 24-0-0 2-0-0 4 0-0 4-60 61® II .....�.. •,vy�V ,u11 - .I-. „waw 1202 = uvm nuow oxo - uuaxo uua<o HUS26 HUS26 HUS26 LUS28 Scale = 1:45.5 'HS 9 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 building design. Bracing Indicated is to prevent budding of individual truss web and/or mord members only. Addhicnal temporary and permanent bracing is for TC 0.73 Vert(LL) -0.19 9.10 >999 240 MT20 174/154 TCDL 10.0 Lumber DOL 1.15 BC 0.57 Vert(CT) -0.50 .9-10 >572 180 M18SHS 174/154 BCLL 0.0 Rep Stress Ina NO WB 0.55 Horz(CT) 0.11 8 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MS Weight: 437 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-8.2 oc purlins. BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF BOT CHORD Rigid ceiling directly applied or 10-60 oc bracing. WEBS 2X4 DF No. 1&Btr G REACTIONS. (lb/size) 8=11967/0-3-8 (req. 0.3-9), 2=10029/0-3-8 Max Horz 2=116(LC 34) Max Uplift 8=1776(LC 37), 2=1668(LC 36) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=19038/3047, 3-4=18876/2842, 4-5=13638/1954, 5.6=13636/1953, 6-7=20251/2934, 7-8=20459/3122 BOT CHORD 2-11=2683/17019, 1611=2049/14572, 9.10=2112/15171, 8-9=2759118319 WEBS 5-10=1445/11883,6-10=-42431544, r)-9=700/6345,7-9=318/116,4-10=3389/506, 4-11=632/4982 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: 1 1/2 x 7 1/4 - 3 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 H 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; Vuh=11 Omph (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 4) TCLL: ASCE 7-10; Pf--20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=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) All plates are MT20 plates unless otherwise indicated. 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 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. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) WARNING: Required bearing size at joint(s) 8 greater than input bearing size. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 8=1776,2=1668. 13) This truss has been designed for a total drag load of 1400 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 60-0 to 24460, 6P0"tb 24-0-0 for 29.2 plf. 14) Use Simpson Strong -Tie HUS26 (14-1Od Girder, 4-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at Q�pFESSIONg1 ZHAO . Fti2 C70068 *\ - -) /1 1* December 20.2016 ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED AUTEN REFERENCE PAGE AM -7473 rev. law aors BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ff 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 budding of individual truss web and/or mord members only. Addhicnal temporary and permanent bracing is for MiT®k� always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, OSB -89 and SCSI Building Component Safety Information available koro Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 250 Klug Circe Corona, CA 92880 Job Truss Truss Type Qty Py1.b repair a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall K2686637 160881 E1D COMMON GIRDER 1 250 Klug Circle Corona, CA 92880 Reference (optional) meexs rumoer, re0amg B.U1 U s Apr ZU ZU16 Mitek Industries, Inc. Mon Dec 1918:51:01 2016 Page t I D: U4d6wkmzJQrOLVIEEARzaby9kgVy-hrHmMJ8OxP?GxNuBhoQ4 Ew7cRzvvDsipOdmY9Uy7J UB NOTES - 15) Use Simpson Strong -Tie HUS26 (14-1 Od Girder, 4-1 Od Truss) or equivalent spaced at 2-0-0 oc max. starting at 14-4-12 from the left end to 18-4-12 to connect truss(es) to front face of bottom chord. 16) Use Simpson Strong -Tie LUS28 (6-SD9112 Girder, 4-SD9212 Truss, Single Ply Girder) or equivalent spaced at 2-0.0 oc max. starting at 20-4-12 from the left end to 22-11-4 to connect truss(es) to front face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. 18) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1858 Ib down and 201 Ib up at 12-4-12 on bottom 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: 1-5=60, 5.8=-60, 2-8=20 Concentrated Loads (lb) Vert: 11=1430(F) 10=1430(F) 13=1493(F) 17=1430(F) 18=1430(F) 19=1430(F) 20=1430(F) 21=1858 22=1684(F) 23=1684(F) 24=1684(F) 25=1493(F) 26=1493(F) . r 0 ® WARNING. Verfy design parameters and READ NOTES ON THIS AND INCLUDED eg►EK REFERENCE PAGE a01 -WS rev. IdGM2015 BEFORE USE. • Design va0d for use only with MTek® 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 bulling design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is MIT®K• 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 ANSUTPH quality Criteria. OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Jab , y Truss Truss Type Qty building design. Bracing indicated Is to prevent budding of individual truss web and/or chord members only.. Addi000al temporary and permanent bracing Is for fire repair always required 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 ANSVTPH Quality Criteria, OSB•89 and BCSI Building Component x,• .. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle - f 8.010 s Apr 20 2016 MTek Industries, Inc. Man Dec 19 18:51:02 2016 Page 1 �Ply K2666638 160881 E2 Common 7•- 1 1 e - 18-0-0 24-" ' - 6-0-0 Jo Reference a tional "' 0 I �• 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 budding of individual truss web and/or chord members only.. Addi000al temporary and permanent bracing Is for meeks lumber, redding always required 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 ANSVTPH Quality Criteria, OSB•89 and BCSI Building Component x,• .. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle 8.010 s Apr 20 2016 MTek Industries, Inc. Man Dec 19 18:51:02 2016 Page 1 ID:U4d6wkmzJQrOLVIEEARzaby9kgW91BZ190ii77ZXTNEVxJm8guxNHxyQBydHW5hxy7JU7 _12-0-0 - 18-0-0 24-" 2-0 0 G 0 0 6-0-0 • 6-0.0 • a ,. M1 . T r • a 3' 'n M " Scale = 1:42.5 a ' 4x4 — .. 17 r ' 6.00 12 18 + j!• 19 rr' • - .. , ..r ,1' , 2x4 �� P �• ' - _'+ " 2x4 �� r .. 20 Ix is e. • t ..4x4 = .5x8, - N'".1 r 4x4= ,i . ', ' ,_.X �. ... .. •a'* .. 4x4 = 4 t• •. 4 16-0-0 4-0 0 Plate Offsets (X,Y)— f8:0-4-0.0-3-0] 's TCL -LOAD(P 20.0 ,SPACING- ,2-0.0 CSI. r DEW. in (loc)' I/dell L/d ` PLATES GRIP (Root Snow=20.0) Plate Grip DOL 1.15 TC ' 0.30 Vert(LL) -0.12' 7-8 >999 240 MT20 • 220/195 Lumber DOL 1.15. BC 0.39 • , Vert(CT) -0.28 7-8 >999 180 r TCDL 10.0 BCU_ "0.01 • Rep Stress Incr YES WB 0.08 Horz(CT) 0.05 6 n/a , n/a • ` BCDL 10.0 - Code IBC2015frP12014 Matrix -AS Weight: 100 Ib FT = 20% LUMBER- ' _ BRACING-. TOP CHORD 2X4 DF No.18Btr G - - TOP CHORD Structural wood sheathing directly applied. • ` BOT CHORD 2X4 DF No.l&Btr G - BOT CHORD ' , Rigid ceiling directly applied. WEBS 2X4 DF No. 1&Btr G REACTIONS. (Ibfsize) -6=955/0-3-8,2=1085/0-3-8 h `t Max Harz 2=116(LC 13) Max Uplift 6=118(LC 14), 2=195(LC 14) 1 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=16821281,3-4=1488/285,4-5=15071307,5-6=1690/3D4 ' BOT CHORD 2 -8=197l1452,7 -8=73/957,r-7=203/1477 WEBS 4-7=73/607, 57=-407/162, 4-8=-61/580, 3-8=-3791158 NOTES- • + , 1) Wind: ASCE 7-10; Vuh=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; MWFRS (directional) and C -C Exterior(2) -2-G-0 to 1-0-0, Interior(1) 1-D-0 to 12-0-0, Exterior(2) 12-0-0 to 15.0-(� t� ' ti 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 t will fit between the bottom chord and any other members, with BCDL = 10.Opsf. r, 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 loint(s) except QFESSION 6=118,2=195. Q� q� 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and '/s gypsum , • •' T �Q,�,M ZHAO FtiC " sheetrock be applied directly to the bottom chord. a • ' ",' J C 70068 • s as 8 December 20,2016 ®WARNING - Vector design parameters and READ NOTES ON THIS AND INCLUDED aWTEK REFERENCE PAGE W14473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not 1+ �• 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 budding of individual truss web and/or chord members only.. Addi000al temporary and permanent bracing Is for MiT®k� - always required 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 ANSVTPH Quality Criteria, OSB•89 and BCSI Building Component x,• .. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job _ Truss Truss Type + ". -- Qty +• Ply fire repair, i• I a buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 1'' 1 „' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is for K2686639 160881 E3 + Common " 2 1 Corona, CA 92880 1 Job Reference (optional) meeKS lumber, reaatng , Y 8.010 s Apr 20 2016 MTek Industries, Inc. Mon Dec 19 18:51:03 2016 Page 1 r ID:U4d6wkmzJQrOLMEEARzaby9kgW-dDOWm79eTOG_AglaoDSYJLD3pndlhtV6rxFfDNy7JU6 r t .12-0.0 . ' 18-M - 24.0.0 26-0-0 - 2-0.0 '. 6-0.0 • �, i 6-0-0 � � � , x � 6-0-0 - 1 - ,. 6.0-0 2.0-0 , Scale = 1:44.9 r 4x4 Y r iB • 19 ;+ ,t i • F'.. . + 6.00 12 17 -' e. 20 _ - ` {' `2x4 �� . �•. . , - • 2`z4 21 16 22 . i �23' B' y c. 5x8 = .. • # 4x4 i t ' 4x4 = 4x4 = ' t .t + i y ... - � . ` ' 1~ •8-0.0' r f * . r' '1 16.0.0 ', , �` '_ `- s 94-0.0 • � r 8-0-0 - :: 8-0.0 8,.0.0 Plate Offsets (X.Y)- f9:0.40.0-3-01 LOADING (psi20.0' SPACING- 2-0-0 CSI. DEFO in (loc) I/deft Lid PLATES GRIP + Plate Grip DOL 1.15 TC : 0.29 ,Vert(LL) 0.12. 8-9 >999 240 MT20 220/195 < (Root Snow --20.0) Lumber DOL ' ., 1.15 BC 0.38 Vert(CT) , -0.29 8.9 " >999 180 .i TCDL 10.0 BCLL 0.0 .Rep Stress Incl YES WB 0.08 Horz(CT) ' 0.05 6 n/a .". n/a BCDL 10.0 Code IBC2015/TP12014 Matnx-AS y Weight: 103 Ib ' FT = 20% t LUMBER- BRACING s. TOP CHORD 2X4 DF No.l&Btr G > TOP CHORD •Structural wood sheathing directly applied. f BOT CHORD 2X4 OF No.18Btr G t • r BOT CHORD Rigid ceiling directly applied. WEBS 2X4 OF No. 1&Btr G ' » REACTIONS. (Ib/size) 2=1080/0-3-8, 6=1080/0-3.8 Max Horz 2=118(LC 12) - Max Uplift 2>191(LC 14), 6=191(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1671/264, 3-4=1477/267,4-5=1477/267,5-6=1671/264 ` BOT CHORD 2-9=127/1442, 8-9=32/947, 6.8=157/1442 WEBS 4-8=-64/581, 5 8=390/156, 4-9=64/581; 3-9=390/156 s .. NOTES- - r' 1) Wind: ASCE 7-10; Vu@=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. - 11; Exp C; endosed; MWFRS (directional) and C -C Exterior(2) -2-0.0 to 1-0-0, Interior(1) 1-0.0 to 12-0.0, Exterior(2) U -0 -oto 16-0-0 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 --i.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 rive 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�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(jt=lb) : �GFESSIO/V 2=191,6=191. Q (� 9) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and .'gypsum ��,� �,%n ZHAO yC sheetrock be applied directly to the bottom chord. _ J i L 1 '- .,.. ; • J C 70068 1 R 18 ^ . - [ ' ..t• UFS r « • nerpmhar 90 9O1R ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrux REFERENCE PAGEWI.7473 faW/2013 rev. BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall „' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is for MiTek' " always required 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 ANSUIPt1 Quality Criteria, DS549 and BCS! Building ComponeT . Safety Information available from Truss plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - - � 250 Klug Clyde e Corona, CA 92880 Job Truss Truss Type flat Ply fire repair 13 181 41 14 42 181 15 H �Qty 18 19 43 K2686640 160881 E4 Common Supported Gable 1 1 Corona, CA 92880 Job Reference (optional) nrceres mmncr, reumng mut u s Apr zu zU1 b mi I ex industries. Inc. noon Uec 19 18:51:04 2016 Page 1 ID:U4d6wkmzJQMLVIEEARzaby9kgW-5Qyu_LAGEKOrogcmMwzns23GSB1ROLGF4b7Clpy7JU5 -2-0-0 12-0-0 24-0.0 26-0.0 2-0 0 12-0-0 ' 12.0-0 Scale = 1:44.9 4x4 = 10 11 12 38 220 6.00 12 39 7 6 5 4 3 9 40 8 IJ 101 flat y 181 13 181 41 14 42 181 15 H 16 17 18 19 43 MiTek' always required 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 ANSVrPit Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 �2118 4x4 = 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x4 • 5x8 = - i .24-M . 24-0-0 Plate Offsets (X.Y)— 1`11:0-2-O.Edgel [34:04-0.0-3-01 LOADING (psf) TCLL 2 0.0 SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 21 n/r 120 MT20 220/195 Lumber DOL 1.15 BC 0.07 Vert(CT) -0.01 21 n/r 120 10) TCDL 10.0 BCLL 0.0 ' Rep Stress Ina YES WB 0.05 Horz(CT) 0.00 20 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -S Weight: 142 Ib FT = 20% 9 LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied ar 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 DF No.I &Btr G REACTIONS. All bearings 240.0. (lb)- Max Horz 2=118(LC 12) Max Uplift All uplift 100lb or less at joint(s) 31, 32, 33, 34, 35, 36, 37, 28; 27, 26, 25, 24, 23, 22 except 2=116(LC 14), 20=115(LC 14) Max Grav All reactions 250 Ib or less at joird(s) 30, 31, 32, 33, 34, 35, 36, 37, 29, 28, 27, 26, 25, 24, 23, 22 except 2=270(LC 19), 20=269(LC 20) FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=211; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Comer(3) -2-0-0 to 1-0-0, Extedor(2) 1-0-0 to 12-0-0, Comer(3) 12-0-0 to 15-0-0 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 ANSVTPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 r 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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) 31, 32, 33, 34, 35, 36, 37, 28, 27, 26, 25, 24, 23, 22 except (jt=1b) 2=116, 20=115. Q�OVESS1pNN� ZHgO �2cm C 70068 EXP. 9-30-2018 45 � CIVIL ��P F OF CA1 \F'� December 20,2016 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 1191-747] rev. fawaotb BEFORE USE Design valid for use only with MTeh® connectors. This design is based only upon parameters shown, and is for an individual building component, not• e 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is for MiTek' always required 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 ANSVrPit Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type QtyPly DEFL. fire repair PLATES GRIP (Roof Snow --20.0) _ * t 1.15 TC 0.03 K2686641 lob 160881 , PB1 Piggyback 29 1 BC - ,0.11 Vert(CT) 0.00 4 n/r 120 TC DL 10.0 BCD 0.0 Rep Stress In Reference (optional) meeKS lumoer, reaamg a 2-10.5 S.OTU S Apr 20 2016 MI lex InduStnes, Inc. Mon Dec 19 18:51:05 2016 Page 1 iD:U4d6wkmzJQrOLMEEARzaby9kgW-ZcWGBhBu7dNCLByweV00mISObN_90EPJFkmIGy7JU4 5-6.10 2-10.5 3 4x4 = 2x4 = ,. - 2x4 = Scale = 1:11.2 T(PSI) 200 SPACING-2-0-0 `CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow --20.0) Grip DOL 1.15 TC 0.03 Vert(LL) 0.00 4 fill, 120 MT20 220/195 Lumber DOL 1.15 BC - ,0.11 Vert(CT) 0.00 4 n/r 120 TC DL 10.0 BCD 0.0 Rep Stress In YES WB 0.00 Horz(CT) 0.00 4 'n/a n/a BCDL 10.0 Code IBC2015/rP12014 Matrix -S Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-8-10 oc puffins. BOT CHORD 2X4 DF No. 1&Btr G REACTIONSIb/ ' 2-187/3 10 0 4-187/3 10 0 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ( size) - - Max Horz 2=21 (LC 13) Max Uplift 2=39(LC 14),4=39(1_C 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vuh=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) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & M WFRS 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$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. a r Q�OfESS10/ A ZHgO C 70068 * 159-3018 December 20,2016 ®WARNING • Vedry design parameters and READ NOTES ON THIS AND INCLUDED IIgTEK REFERENCE PAGE dd1.7473 rev. 141=015 BEFORE USE ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is tot 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing - MIT®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 ANSVTPH Quality Criteria, DSB.89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Streel, Suite 312, Alexandria, VA 22314. Corona, CA 92880 t Job Truss Truss Type Qty Ply fire repair (Root Snow=2 ) Plate Grip DOL 1.15 TC 0.03 Vert(LL) 0.00 4 n/r 120 K2686642 160881 PB2 Piggyback 1 1 0 0 BCD10LL 10.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 4 n/a Na Job Reference (optional meexs lumber, reading 8.010 s Apr 20 2016 MTek Industries, Inc. Mon Dec 19 18:51:05 2016 Page 1 - ID:U4d6wkmzJQrOLMEEARzaby9kgW-ZcWGBhBu?dWiiQ_ByweV00mISObN_90EPJFkmIGy7JU4 2-10-5 5-8-10 2-1D-5 2-1 D-5 Scale = 1:11.2 4x4 3 2x4 = r 20 LOADING (psi) TCLL 20.0 SPACING- 2-0-0 CSL DEFL. in (loc) I/deg Ud PLATES GRIP (Root Snow=2 ) Plate Grip DOL 1.15 TC 0.03 Vert(LL) 0.00 4 n/r 120 MT20 220/195 Lumber DOL 1.15 BC 0.11 Vert(CT) 0.00 4 n/r 120 0 0 BCD10LL 10.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 4 n/a Na BCDL 10.0 Code IBC2015/rP12014 Matrix -S. Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-8-10 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) 2=187/310-0, 4=187/3-10-0 Max Horz 2=21(LC 13) , Max Uplift 2=39(LC 14), 4=39(LC 14) FORCES. (ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh=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) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & M WFRS 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 buss 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�ofESS10/yq� ZH40 C)��0 Fyc2m C 70068 UE.19-3q-2018 December 20,2016 ®WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED ASTER REFERENCE PAGE 41D-7473 rev. 10/1=015 BEFORE USE. Design valid for use only with Mi ekO 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 Incorperate this design Into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permenem bracing Welk' 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 ANSVr'Pt1 quality Criteria, DSB-89 and SCSI Building Component 250 Mug Circe 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 fire repair a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall K2686643 160881 V1 GABLE 3 1 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 1.0.0 Job Reference(optional) meeKS lumaer, reacting Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not a.UIU s Apr 20 2018 MI I ek Industnes, Inc. Mon UBC 19 18:51:06 2016 Pagel a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall ID:U4d6wkmzJQrOLMEEARzaby9kgW-lo4ePICWmxeZ18m8TLOFx rcgjMuF8YXvUJgiy7JU3 ' r WOW 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 lasses and truss systems, see ANSUTPII Quality Criteria, DSS -89 and SCSI Building Component -1-0.0 3-0-07-0.0 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 1.0.0 3-0-0 3-0-0 IN • 4x4 = Scale = 1:31.1 + 6.00 f12 - 5 6 4 7 1 2.5x5 II .. 2 2.5x5 it , 8 9 ,.F1 y - 15 10 14 13 . 12 11 - - - 2.5x5 I I 2.5x5 11 Plate Offsets (X.Y>- (5:0.2-O.Edgel LOADING (psf) TCLL 20.0 SPACING- 2-40 CSI. DEFL. in (loc) I/deft Ud . PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.12 Vert(LL) 0.00 8 n/r 120 MT20 2201195 Lumber DOL 1.15 BC 0.10 Vert(CT) -0.00 8 n/r 120 TCDL '10 0 BCLL 0.0 ' Rep Stress Ina YES WB 0.02 Horz(CT) -0.00 10 n/a n/a • BCDL 10.0 Code IBC2015rrP12014 Matrix -S Weight: 491b FT = 20% - LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.1&BUG except end verticals. WEBS 2X4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6.40 oc bracing. OTHERS 2X4 OF No. 1&Btr G + REACTIONS. All bearings 6.40. (lb) - Max Horz 15=135(LC 13) Max Uplift All uplift too lb or less at joint(s) 13,12 except 15-11l(LC 10), 10-110(LC 11), 14=146(1.0 13), 11=145(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 15, 10, 13, 12, 14, 11 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vuft=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) -1-40 to 2-3-0, Interior(1) 2-3-0 to 340, Exterior(2) 3-0-0 to 5-10.4 zone; cantilever left and fight 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 (Gads 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) All plates are 20 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live Iliad 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-&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) 13, 12 except (jt=1b) 15=111, 10=110, 14=146, 11=145. r QgpFESSI ZHAo pNq� U C 70068 EXP. 9-3G-20`18 1 A l* December 20,2016 ® WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED WTFX REFERENCE PAGE 0fIL7473 rev. 10AM201S BEFORE USE ' Design valid for use only with MTek® 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 Mord members only. Additional temporary and permanent bracing WOW 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 lasses and truss systems, see ANSUTPII Quality Criteria, DSS -89 and SCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job - Truss Truss Type Qty Plyfire repair Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 4 n/r 120 MT20 220/195 1 K2686644 160881 V2 Valley 3 1 WB 0.03 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 - Code IBC2015frPI2014 Matrix -S Job Reference (optional) meeks lumber, reading 8.010 s Apr 20 2016 Mi -Tek Industries, Inc. Mon Dec 19 18:51:09 2016 Page 1 s ID:U4d6wkmzJQrOLMEEARzaby9kgW-SNmn13EP3sO8ubv9TZyYcT7fCmu4cp EtizRly7JUO -1-0-0 3-0-0 iCr0.0 7-0-0 1-0-0 - 3-0-0 - 4x4 = Scale = 1:24.8 • r— 3 - - cl 2x4 11 2x4 I I .. - Yx4 6-0-0 LOADING (psi) TCLL 20.0 SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft Ud 2x4 11 2x4 I I .. - Yx4 6-0-0 LOADING (psi) 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 0.08 Vert(LL) 0.00 4 n/r 120 MT20 220/195 1 Lumber DOL 1.15 BC 0.05 Vert(CT) 0.00 4 n/r 120 r r BCU_ 0.0 Rep Stress lncr YES WB 0.03 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 - Code IBC2015frPI2014 Matrix -S Weight: 30 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2X4 DF No. 1&Btr G except end verticals. WEBS 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. OTHERS 2X4 OF No.1 &Btr G ' REACTIONS. (Ib/size) 8=189/6-0-0,6=189/6-0-0,7=21616-G-0 Max Horz 8=102(LC 12) Max Uplift 8=96(1_C 14),6=96(1_C 14) Max Grav 8=190(LC 19), 6=190(LC 20), 7=216(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf, BCDL=4.8psf, h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -140.0 to 2-0-0, Interior(1) 2-0.0 to 3-0-0, Exterior(2) 30-0 to 5-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;G-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) 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-&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) 8, 6. FESSIO AZ ZH40 X22 - C 70068 30- 8 December 20,2016 ®WARNING - Verfly design parameters and READ NOTES ON 7N/S AND INCLUDED WTEK REFERENCE PAGE AM -7473 rev. 111WA1015 BEFORE USE.* Design valid for use only with Mi 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 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 ANSUMI Quality Crtterla, DSEW9 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 + r f Job Joby Truss Truss Type ra i- Qty- Ply fire repair 1 k K2686645 160881 } V3 . Valley- 1 Job Reference bonal meexs tumoer, , - reading t ' 8.010 s Apr 20 2016 Mi Tek Industries, Inc. Mon Dec 19 18:51:10 2016 Page 1 • : ID:U4d6wkmzJQrOLVIEEARzaby9kgW-waK9EOFIgAB?WN4wiB4B5q?Jic59p3D8SXSWzTy7JU? -1-0-0 •... 3�0 6-M 7-0.0 •' • • 1 1-0.0 3-" - - 3-0.0 r - . • .� X • 4x4 =~ f ' Scale= 1:18.9 3 - 1t - f - r' t 6.00 12 10 12 2x4 II. - 2x4 5 * y LJ t + 4, 6 + `_7 6 t 2.4'11 y r1 2x4 11 r 2x4 1I i 6-6A r. 6.0.0 (psf) LOADING20.0 SPACING- 2-0-0 ;CSI. a DEFL.,' ; "in .(loc) I/deft Ud PLATES. GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.06 Vert(LL) . 0.00 4. nlr 120 MT20 .220/195 Lumber DOL 1.15 ' BC 0.05'' Vert(CT) -0.00 4 n/r 120 r TCDL ,10.0 Rep Stress Ina YES WB , 0.02 Horz(CT) 0.00 6 n/a ' n/a BC 0.0 ' r . - B D 10 0 Code IBC2015/TP12014 , _ Matrix -S ' Weight: 26 Ib FT = 20% LUMBER- ti- . - BRACING- r TOP CHORD 2X4 DF No.1&Btr G TOP CHORD p Structural wood sheathing directly applied or 6.0-0 6c purlins, a 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 6-0-0 oc bracing. OTHERS 2X4 DF No. 1&Btr G - 1 r REACTIONS. (Ib/size) 8=194/64)-0.6=194/6-0-0,7=207/6-0-0 Max Horz 8=69(LC 13) ` Max Uplift 8=86(LC 14), 6=86(LC 14) a "• .1 'r, ! • t ' _K Max Grav 8=194(LC 19), 6=194(LC 20), 7=207(LC 1) _ FORCES. (lb) - Max_ Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- ` 1) Wind: ASCE 7-10; Vuft=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 Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3.0.0, Exterior(2) 3-0.0 to 5-10.4 , 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 wtth other live loads. '` y 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. .1 . A.' r .. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection Py others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 6.• Q�ppESS10/V ZHAO C 70068 J 30- 8 . * k ' December 20 2015 ®WARNING - Ver9y design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 1191-7473 rev. I&W)2015 BEFORE USE. Design valid for use only with MlTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not t�• , ' a truss system. Before use, the building designer must verify the applicability of design parameters and property, incorporate this design Into the overall • ter• - s ' 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 - rr„ r fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSV7pt1 Quality Criteria, D5849 and SCSI Building Component '250 Klug Circle r Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty PLATES GRIP MT20 220/195 Weight: 191b FT = 20% repairK2686646 a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall TOP CHORD 2X4 DF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No. I&Btr G [lyfire, REACTIONS. pb/size) 1=116/64)-0,3=116/6-0-0,4=224/6-0-0 160881 V4 Valley 3 1Jo FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. Reference o tional meeKS tumoer, reading B.o10 s Apr ZO 2015 MiTek Industries, Inc. Man Dec 19 18:51:10 2016 Page 1 ID:U4d6wkmzJQrOLVIEEARzaby9kgW-waK9EOFIgM?1M4wiB4B5q?IEc54p3F8SXSWzTy7JU? 3-0-0 6-0-0 3-0-0 3-0-0 2 4x4 = 2x4 i 4 2x4 II 2x4 la Scale = 1:13.4 LOADING (psf) TCLL 20.0 10 (Roof Snow=2) BCDL 10.0 BCU_ 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IBC20151TP12014 CSI. TC 0.09 BC 0.05 WB 0.01 Matrix -S DEFL. in (loc) I/defl Ud 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: 191b FT = 20% LUMBER- BRACING - a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall TOP CHORD 2X4 DF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No. I&Btr G REACTIONS. pb/size) 1=116/64)-0,3=116/6-0-0,4=224/6-0-0 always required 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 ANSVTPH Quality Criteria, DSB-89 and SCSI Building Component_ Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Max Harz 1=25(1_C 12) 250 Klug Circle Max Uplift 1=25(LC 14), 3=25(LC 14), 4=8(1_C 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vuh=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 8 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconaKrent 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$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. FESSIONq� ZH40 �yC2 km J C 70068 9-30- 18 December 20,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED W EK REFERENCE PAGE IW).7477 rev, fa MgIS BEFORE USE ■■ Design valid for use only with Mi ekV 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is for MiT®k� always required 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 ANSVTPH Quality Criteria, DSB-89 and SCSI Building Component_ Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Plyfire repair a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall 2-11-3 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing , Plate Offsets (X.Y)— (2:0-2-O.Edgel 1(2686647 160881 V5 Valley 1 1 2-0-0 CSI. DEFL in (loc) Well Lid PLATES GRIP (Roof Snow --20.0 ) Job Reference (optional meeus tumoer, reaamg 8.010 s Apr 2u ZU16 MI I eK Industries, Inc. Mon Dec 19 18:51:11 2016 Page 1 I D:U4d6wkmzJQrOLMEEARzaby9kgW-OmtXSkGfbTGs8vf6GubOet YUE?RnYVIHhB84Vvy7JU_ 2-11-11 1-514 15-14 - 6.00F1_2 2 4x4 = _ Scale - 1:6.4 a 00,8 2x4 % - 2x4 J 2-11-11 0-0-6 a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall 2-11-3 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing , Plate Offsets (X.Y)— (2:0-2-O.Edgel MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 250 Klug Circle LOADING (ps2 TCLL 20.0 SPACING- 2-0-0 CSI. DEFL in (loc) Well Lid PLATES GRIP (Roof Snow --20.0 ) Plate Grip DOL 1.15 TC' 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 Lumber DOL 1.15 BC 0.02 Vert(CT) n/a - n/a 999 TCDL 100 .0 BCLL 0.0 ' Rep Stress Ina YES WB 0.0.0 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -S Weight: 7 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD . Structural wood sheathing directly applied or 2-11-11 oc purlins. _ BOT CHORD 2X4 DF No. I&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=69/2 -10 -11,3=69/2 -IG -11 Max Horz 1=7(LC 12) Max Uplift 1=9(1_C 14), 3=9(1_C 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wjnd: ASCE 7-10; Vuh=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 y _ 2) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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$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 lb uplift at joint(s) 1, 3. Q�pFESS/o/v • =��i0 ,�.M ZH40 Fti2 J (C{�7g00066 December 20,2016 ®WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED NBTEK REFERENCE PAGE 1101-7073 rev. 10/0.1x101 S 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 ANSVTPII Quality Criteria, DSB89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 250 Klug Circle 1 Corona, CA 92880 Job Truss Truss Type Qty . Ply fire repair 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 Is K2686648 160881 V6 Valley 2 1 Corona, CA 92880 Job Reference (optional) meexs tumoer reading 6.UIU s Apr ZU ZU16 Mi I ek Industries, Inc, Mon Dec 19 18:51:11 2016 Page 1 ID:U4d6wkmzJQrOLVIEEARzaby9kgW-0mtXSkGfbTGs8vf6GubQe1 YUC?RgWjHhBB4Vvy7JU_ 1-7-6 3-2-11 1-7-6 1-7-6 4x4 = Scale = 1:6.7 6.00 12 - 2 , r t! 2x4 5- - 2x4 121 Plate Offsets (X.Y)— (2:0.2-O.Edgel LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow --20.0) Lumber DOL 1.15 BC 0.03 Vert(CT) n/a - n/a 999 BCDL 10.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IBC2015ITP12014 Matrix -S Weight: 7 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3.2-11 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=79/3-1-11, 3=79/3.1-11 Max Horz 1=8(LC 13) Max Uplift 1=1O(LC 14), 3=1O(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vuft=110mph (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 Extedor(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 Il; 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 380 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. f MON ZHAO �yc� C 70068 1 E#P,9-30-7,(Lt8 December 20,2016 ®WARNING - Vertly design pardmetenr and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE 691.7473 rev. IG/0371201S BEFORE USE. • Design valid for use only with MTek® 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 Is MiT®k� always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB�9 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Ktug Circle Corona, CA 92880 Job Truss Truss Type ON Py fire repair a truss system. Before use, the building designer must verily 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/w Mord members only. Additional temporary and permanent bracing K2666649 160881 V7 Valley 1 1 ' JJob Reference (optional) meek s lumber, redding 8,010 s Apr 20 2016 MiTek Industries, Inc. Mon Dec 19 18:51:12 2016 Page 1 ID:U4d6wkmzJOrOLV1EEARzaby9kgW-syRwf4GHMnOjl3EIgc7fAF5fhPm/ HyzOwrxdl My7JTz 2310 4-7-5 2310 - 2-3-10 4x4 = Scale = 1:8.6 2 2x4 2x4 ' 4.6-13 Plate Offsets (X.Y)— f2:0-2-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Doc) I/defl L/d PLATES GRIP TCLL 20 10)) Plate Grip DOL 1.15 TC 0.03 Vert(LL) n/a n/a 999 MT20 2201195 (Roof Snow --20.0) Lumber DOL 1.15 BC 0.08 Vert(CT) n/a n/a 999 TCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015rrP12014 Matrix -S ' Weight: 11 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD , Structural wood sheathing directly applied or 4-7-5 oc puffins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=134/4-r5, 3=134/4-6-5 Max Harz 1=14(LC13) Max Uplift 1=17(LC 14), 3=17(LC 14) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.80sf-, 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 c 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 alive 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. td FESS/0 ZHA� Fy2 C 70068 EXP. 9-30-2018 December 20,2016 ®WARNING - Ve1W design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE M114M rev. I MMIDf5 BEFORE USE. ■ Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/w Mord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 K Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 s Job Truss Type Qty Py fire repair SPACING- rss CSI. DEFL, K2686650 160881 Valley 1 1 TC 0.16 Vert(LL) n/a - n/a 999 MT20 220/195 10 TCLL 10,0 Lumber DOL Job Reference (optional) meexs lumoer, reading 6.010 s Apr 20 2016 MTek Industries, Inc. Man Dec 1918:51:12 2016 Page 1 4-3-10 ID:U4d6wkmzJQrOLVIEEARzabygkgW-syRwf4GHMnOj13EIgc7fAF5diPm2HyfQwrxdl My7JTz 8-7-5 4310 4.3-10 4x4 = 2 7 4 I 2x4 i 2x4 II 2x4 Scale: 3/4'1' O S. (Ib/stza) 1 -148/8 -fry, 3-148/8-6-5, 4-291/&6-5 Max Horz 1=31(LC 13) Max Uplift 1=32(1-C 14), 3=32(LC 114),4=1 I(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vuh=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) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 4-3-10, Extedor(2) 4-3.10 to 7-3-10 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 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&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. i �pFESS1pN ZHgo X22 C 7006 km * 9/ J8 �r December 20,2016 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MY -7473 rev. laW)2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not• 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 0.16 Vert(LL) n/a - n/a 999 MT20 220/195 10 TCLL 10,0 Lumber DOL - 1.15 BC 0.08 Vert(CT) , n/a - n/a 999 Rep Stress Inrr YES WB 0.02 Horz(CT) 0.00 ' 3 n/a n/a BCLL 0.0 BCDL 10. 0 Code IBC2015rrP12014 Matrix -S Weight: 251b 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 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS , 2X4 DF No. 1&Btr G REACTI N � - - O S. (Ib/stza) 1 -148/8 -fry, 3-148/8-6-5, 4-291/&6-5 Max Horz 1=31(LC 13) Max Uplift 1=32(1-C 14), 3=32(LC 114),4=1 I(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vuh=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) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 4-3-10, Extedor(2) 4-3.10 to 7-3-10 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 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&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. i �pFESS1pN ZHgo X22 C 7006 km * 9/ J8 �r December 20,2016 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MY -7473 rev. laW)2015 BEFORE USE. Design valid for use only with Mrrek® 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 Is for MiTek' always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the stora fabricotion, stab n delivery, erection and bracing of te. 21 N. truss systems, see Aria. VA I Quality Criteria, DSB-89 and SCSI Building Component Satety Informaaon available from Truss Plate Institute. 21 a N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply fire repair K2686651 160881 V9 Valley 1 1 DEFL. in (loc) I/deft Ud PLATES GRIP (Root Snow=2 plate Grip DOL ,.1.15 Job Reference o •onal meeks lumber, redding 8.010 s Apr 20 2016 MTek Industries, Inc. Mon Dec 19 18:51:13 2016 Page 1 ID:U4d6wkrrizJQrOLMEEARzaby9kgW-K97ItQHv75 WZNDoVOJeujSdmSp4XOPWaBVgBZoy7JTy 63-10 12-75 ' 6310 t 63-10 ' . Scale - 1:21.4 4x6 ' t 2 4 0 4x4 ' 4 2x4 II _ 4x4 Max Horz 1=-48(LC 12) Max Uplift 1=37(LC 14), 3=37(LC 14), 4=-41(LC 14) Max Grav 1=209(LC 18), 3=209(LC 19), 4=497(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=330/136 e NOTES - 1) Wind: ASCE 7-10; VuN=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) 0-7-9 to 3-7-9, Intedor(1) 3-7-9 to 6-3.10, Exterior(2) 6-3-10 to 9-3-10 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 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 8 a rectangle 30 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' r 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. i Q�pFESSIO/V ZH4 �2c2 C 70068 * E)T,9-30-20 18 December 20,2016 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M-747] rev. 1W=01S BEFORE USE. ■ Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• wf. a truss system. Before use, the building designer must verify the applicability of design parameters end properly intruss this design into the overall i building design. Bracing Indicated is to prevent budding of individual ss web and/or chord members only. Addilional temporary and permanent bracing - MIT®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 buss systems, see ANSIRPII quality Criteria, DS13-89 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 7LtY7J LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Root Snow=2 plate Grip DOL ,.1.15 TC • 0.28 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10) 10.0 Lumber DOL 1.15 BC 0.19. Vert(CT) n/a - n/a 999 ' Rep Stress Incr YES WB 0.04 , Horz(CT) 0.00 3 n/a / n/a BCLL B DL 0.0 10.0 Code IBC2015rrP12014 Matrix -S Weight: 38 Ib FT = 20% 9 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. I&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=206/12-&5, 3=206/12-&5, 4=497/12-6-5 Max Horz 1=-48(LC 12) Max Uplift 1=37(LC 14), 3=37(LC 14), 4=-41(LC 14) Max Grav 1=209(LC 18), 3=209(LC 19), 4=497(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=330/136 e NOTES - 1) Wind: ASCE 7-10; VuN=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) 0-7-9 to 3-7-9, Intedor(1) 3-7-9 to 6-3.10, Exterior(2) 6-3-10 to 9-3-10 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 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 8 a rectangle 30 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' r 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. i Q�pFESSIO/V ZH4 �2c2 C 70068 * E)T,9-30-20 18 December 20,2016 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M-747] rev. 1W=01S BEFORE USE. ■ Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• wf. a truss system. Before use, the building designer must verify the applicability of design parameters end properly intruss this design into the overall i building design. Bracing Indicated is to prevent budding of individual ss web and/or chord members only. Addilional temporary and permanent bracing - MIT®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 buss systems, see ANSIRPII quality Criteria, DS13-89 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 fire repair SPACING- 2-0-0 CSI. DEFL. in (loc) . Well L/d PLATES GRIP (Roof Snow=2 ) K2686652 160881 V10 Valley 1 1 BC 0.07 Vert(CT) n/a n/a 999 Rep Stress Ina YES WB 0.04 Job Reference o tionel meeKs tumoer, reading 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Dec 1918:51:07 2016 Page 1 ID:U4d6wkmzJQrOLVIEEARzaby9kgW-V?e1 cNCSXFmOflLL13XUTBNmC031 d6hmZDsM8y7JU2 8310 16-7-2 8310 8-3-8 Scale = 1:28.1 44 = 3 4 4x4 8 7 6 ' 4x4 20 11 2x4 11 2x4 11 i LOADING (psi) TOLL TCLL20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) . Well L/d PLATES GRIP (Roof Snow=2 ) Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 220/195 10 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 Rep Stress Ina YES WB 0.04 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix -S Weight: 55 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No.1&Btr G REACTIONS. All bearings 16-6-5. (lb) - Max Horz 1=65(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 8, 6 Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=265(LC 1), 8=374(LC 18), 6=374(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=283/142,4-6=283/142 NOTES - 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; endosed; MWFRS (directional) and C -C Exterior(2) 0-7-9to 3.7-9, Intefior(1) 3-7-9 to 8-3-10, Exterior(2) 8.3-10 to l l-3-10 zone; cantilever left and right exposed ; end vertical left and fight 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 3-60 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, 5, 8, 6. Q�pFESSIO AZ ZH40 �ycym C 70068 December 20,2016 ®WARNING - Vedy design parameters and READ NOTES ON THIS AND INCLUDED II4TEK REFERENCE PAGE Wilm7473 rev. 14W/2015 BEFORE USE ■ Design valid for use only with MTek® 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MITBk• 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 ANSVrPH Quality Criteria, DS849 and SCSI Building Component 250 Klug Urde Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qry Pty fire repair - - °r-,. . -- - 18-7-2 • K2686653 160881 V11, Valley, ' 1 1 r r DEFL. in (loc) I/defl Ud PLATES GRIP ` (Roof Snow --20.0) Plate Grip DOL 1.15 4) Gable requires continuous bottom chord bearing. Job Reference D •fional ' J -meekS lumber, redoing ' tic , - - 8.010 s Apr 20 2016 MTek Industries, Inc. Mon Dec 19 18:51:07 2016 Page 1 ID U4d6wkmzJQrOLVIEc— bk W-V� 1cN _ flLL1 __ a P-4 e In. 3—y—LISM8y7JU2 10-3-10 - - _ 18-7-2 5 - , 10310 r _ '. 8-3-8 - A ti 40 i - ` • Scale = 1:33.5 r.~ •. 6.0012 l' '12 13 r. . a• ' r 2x4 II . 11- i' - 2x4 11' ..., - ". 4 j 14 uIl 10 `71'x~ .N 2x4 171 4x4 9 ` . g ', ida 7 • t •t - •,, ' 6 2x4 I I ' - 2x4 II ' r - 2x4 II ` y'. .2x4 II - - °r-,. . -- - 18-7-2 -• - - 1 - - - " 18-7-2 - r (psf) LOADING 20.0 SPACING- 2-0-0 reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP ` (Roof Snow --20.0) Plate Grip DOL 1.15 4) Gable requires continuous bottom chord bearing. TC 0.25 ,r Vert(LL) n/a - L n/a 999 MT20 ,. 220/195 .! TCDL 10.0 Lumber DOL 1.15 = will fit between the bottom chord and any other members. I ' I. BC 0.16 Vert(CT) n/a - n/a 999 1 . BCDL 0.0 Rep Stress Inco YES Gt=1b) 9=107. - WB 0.05 Horz(CT) 0.00 6 n/a n/a i . BCDL 10.0 Code IBC2015/rP12014 Matrix -S Weight: 6616 FT = 20% LUMBER- ,, , •.� BRACING- 1 TOP CHORD 2X4 DF No.1 &Btr G �' ( , 1, TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins, BOT CHORD 2X4 DF No.1 &Btr G _ y '• r� + except end verticals. `• WEBS 2X4 DF No. 1&Btr G + BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No. i&Btr G -REACTIONS. All bearings 18-6.10. f 7 (Ib) -; Max Horz 1=96(LC 13) r 1 , I, • ` • . } .- Max Uplift All uplift 100 Ib or less at joint(s) 1, 6, 7 except 9=107(LC 14) ; .y • Max Grav All reactions 250 Ib or less at joints) 1, 6, 8 except 9=496(LC 18), 7=401(LC 19)' ■ Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not r r,y_�• FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb)or less except when shown. . . WEBS 2-9=367/173, 4-7=308/147 •- ' NOTES- ` building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing ; is for to 1) Wind: ASCE 7-10: Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.8pst; 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(l)3-7-96 10-3-10, Extelior(2) 10-310 to - 133-10 zone; cantilever left and fight exposed; end vertical left and right,exposed;C-C for members and forces & M WFRS for , reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 t' 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. M ""• „ 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, a = will fit between the bottom chord and any other members. I ' I. ' • , ' 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, 6, 7 except , Gt=1b) 9=107. - r i � • ` _ •, ` A 1 ' . .. • s � .f -t M ZHg C 70068 ;V , y S P ► December 20,2016 ® WARNING - VeMY design Parameters and READ NOTES ON THIS AND INCLUDED AgTEK REFERENCE PAGE 691.7473 rev. 1x1=015 BEFORE USE _ ■ Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not r r,y_�• . . a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall , building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing ; is for to MiT®k• alwaysrequired stability and prevent w9a se with possible personal intu ryand property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPH Quality Crtterla, DSB-89 and BCSI Building Component •' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.. - - - - 250 Klug Circle t Corona, CA 92880 Job Truss Truss Type Qty Plyfire repair Ud PLATES GRIP TCLL 20.0 (Roof Snow=2 Plate Grip DOL 1.15 TC 0.25 K2686654 160881 V12 Valley 1 1 Lumber DOL 1.15 BC , 0.15 Vert(CT) n/a - n/a 999 Job Reference o clonal meeKs iumtler, reading 8.010 s Apr 20 2016 M11 eK Industnes, Ina Mon Dec 19 18:51:08 2016 Pagel ID:U4d6wkmzJQrOLVIEEARzaby9kgW-zBCPgjDnlYuHHSwXbm2jOPwwloO?L9Qr?DzQuay7JU 1 765 10814 765 ' 3.0-9 —17.7 Scale = 1:16.9 2x4 11 3 4 7 6 5 2.5x5 = - - 2x4 II a 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 (Roof Snow=2 Plate Grip DOL 1.15 TC 0.25 Vert(LL) n/a n/a 999 MT20 220/195 10) TCDL 10.0 Lumber DOL 1.15 BC , 0.15 Vert(CT) n/a - n/a 999 Rep Stress Ina YES WB 0.04 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TPI2014 Matfix-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 pudins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid_ ceiling directly applied or 140.0 oc bracing. WEBS 2X4 DF No.1 &Btr G REACTIONS. All bearings 1456. (lb) - Max Horz 1=56(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 1, 4 except 7=122(1_C 10), 6=115(LC 1) Max Grav All reactions 250 Ib or less atjoint(s) 1, 4, 5, 6 except 7=508(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-7=373/169 NOTES - 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 1-148 to 4-148, Interior(1) 4-148 to 146.14 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) 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 36-0 tall by 2-40 wide Will fn 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 4 except at --lb) 7=122,6=115. Q�pFESS/0 ZH'4 X22 C 70068Volt ;18 December 20,2016 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE 1191-7477 rev. 10,1/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual budding 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 - r building design. Bracing Indicated is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®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 busses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCS! Building Component 25010ug Circle safety on, available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply fire repair a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ~ LOADING (psf) TOLL 20.0 - SPACING- 2-0-0 CSI. K2686655 160881 V13 Valley 1 L Vert(LL) n/a n/a 999 MT20 220/195 10) TCDL 10.0 Lumber DOL 1.15 BC 0.05 Job Reference (optional meeKs tumaer, reaamg I— tf.U1 U s Apr 2U 2Ul6 MI I ek Industries, Inc. Mon Dec 19 18:51:08 2016 Page 1 ID:U4d6wkmzJQrOLMEEARzaby9kgW-zBCPgjDnlYuHHSwXbm2iOPwyvoQeL9zr?DzQuay7JU1 4.6-14 4574 Scale = 1:8.4 ' 2.00 12 2 FORCES. Ob) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vu@=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 Il; 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) 2 considers parallel to grain value using ANSI/rPl 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 lb uplift at joint(s) 1, 2. 99,01FESS/o/V ZHA F,y2 C 70068 A \` l December20,2016 ® WARNING - Ved& design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI -7473 rev. 160342015 BEFORE USE. 2.5x5 = Design valid for use only with MTek® 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 ~ LOADING (psf) TOLL 20.0 - SPACING- 2-0-0 CSI. DEFL. in (loc) Udall L/d PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.08 Vert(LL) n/a n/a 999 MT20 220/195 10) TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(CT) n/a n/a 999 Rep Stress Ina YES WB . 0.00 Horz(CT) -0.00 2 n/a n/a BCLL 0.0 BCDL 10.0 - Code IBC2015/TPI2014 Matrix -S • Wei ht 101b FT = 20% 9 LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-14 oc pudins. ' BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing. REACTIONS. (lb/size) 1=108/4-5 6, 2=81/4 S-6,3=27/4-5-6 ti ' Max Horz 1=18(LC 10} Max Uplift 1=24(LC 10), 2=-40(LC 10) Max Grav 1=108(LCI) 2=81(LCI) 3=54(LC 5) FORCES. Ob) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vu@=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 Il; 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) 2 considers parallel to grain value using ANSI/rPl 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 lb uplift at joint(s) 1, 2. 99,01FESS/o/V ZHA F,y2 C 70068 A \` l December20,2016 ® WARNING - Ved& design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI -7473 rev. 160342015 BEFORE USE. • R Design valid for use only with MTek® 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 budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing is for MIT®k• always required 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 ANSVrPit Quality Criteria. DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 ► I . ,. n I Inv Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X -bracing, 9 g, is always required. See SCSI. O'y16 c1.2 c2.3 2. Truss bracing must be designed by an engineer. For 0 WEBS c� 4 wide truss spacing, Individual lateral braces themselves may require bracing, or aftemative Tor I T T D y p ,�, bracing should be considered. = 0 U 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. OL , p4. Provide copies of this truss design to the building c ' cse 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. connectorlates. p THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. " Plate location details available in MiTek 20/20 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, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at o ooutput. 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 rel on lumber values y 14. Bottom chords require lateral bracing at spacing, or less, if no ceiling is Installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. 'Icons vary but dle� © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates jointFt number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. _ �� ® 16. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/rP11: 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. ® isnot sufficient. SCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE L— � J I _ LJ 0 00 0 00 a MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 MAXIMUM TRUSS WEB FORCE (Ibs.) (See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B I C D A I B I C I D I C I D 10'-0" 1610 1886 1886 2829 BRACING MATERIALS 1342 1572 1572 2358 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 1768 18'-0" 894 1048 1048 1572 805 943 943 1414 V size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24" O.C. 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 PITCHBREAKS, STABILIZERS MAYBE REPLACED _E==D !LOCKING. SEE "STABILIZER' CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) TRUSS WEB �OQ�kOFESS/O^, MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability w C 60384 m of the overall roof system. The method shown here is just one Ir ;10 method that can be used to provide stability against web budding. P. 06/30/16 OF CAl\F�`� December 10.2014 ®WARNIAG -V.Nr de4ii Pa. Mrs Bad UM ROTES ON DO AM 1AU(MED Mr" REFEREACE PAGE MR -7413 re is 1/29/201d OB'OWf WE Design valid for use only with MLTek connectors. This design is based Only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPI) Quality Criteria, DSB-89 and BCSI Building Component 14515 N. Outer Folly, Suite #300 " Safety Intortnallon available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, Outer 63017 h SouMam Pine ISO) trantser isspecified. the d*Ap values ala those cQectimOG/01/2013 by ALSC GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED RA TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS 70 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- 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 R INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131'1QS) FOR 1.4 BRACES, 2-1Od (0.13rY 7) FOR 2x3 and 20 BRACES, AND 3.1Od (0.131'x3) FOR Zr6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131"X2S) NAILS FOR 1x4 LATERAL BRACES, B 2 X 3 #3. STD, CONST (SPF, DF, HF, OR SP) 2-1 Od (0.131X.1') NAILS FOR 2,3 and 2x4 LATERAL BRACES, AND 3.1Od (0.131'x3") FOR 2.6 LATERAL BRACES. 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CCNRMATY. 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 HANDUNG, INSTALLING 6 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE vn ebdndustry.mm and v Apinalwg D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAVANG FOR WEB MEMBER FORCE & TABULATED VALUES ARE BASED ON A DOL =1.15 FOR STABILIZERS: FOR A SPACING OF 24" O.C. 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 PITCHBREAKS, STABILIZERS MAYBE REPLACED _E==D !LOCKING. SEE "STABILIZER' CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) TRUSS WEB �OQ�kOFESS/O^, MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability w C 60384 m of the overall roof system. The method shown here is just one Ir ;10 method that can be used to provide stability against web budding. P. 06/30/16 OF CAl\F�`� December 10.2014 ®WARNIAG -V.Nr de4ii Pa. Mrs Bad UM ROTES ON DO AM 1AU(MED Mr" REFEREACE PAGE MR -7413 re is 1/29/201d OB'OWf WE Design valid for use only with MLTek connectors. This design is based Only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPI) Quality Criteria, DSB-89 and BCSI Building Component 14515 N. Outer Folly, Suite #300 " Safety Intortnallon available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, Outer 63017 h SouMam Pine ISO) trantser isspecified. the d*Ap values ala those cQectimOG/01/2013 by ALSC JANUARY 1, 2009 T -BRACE % I -BRACE DETAIL" ST - T -BRACE ® ,.� _ MiTek USA, Inc. Page 1 of 1 0 00 E=n MTek USA, Inc. Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1x6 10d 8" D.C. 2x4 or 2x6 or 2x8 16d v 8" o.c. Note: Nail along entire length of T -Brace / [-Brace' (On Two -Ply's Nail to Both Plies), tkr' Nr •� T Brace Size ' a R % for One -Ply Truss Specified Continuous • '• ., Rows of Lateral Bracing -Web Size 1 2 2x3 or 2x4 1 x4 (*) T -Brace 1 x4 (*) 1 -Brace s _ ; . 2x6 1 x6 (*) T -Brace 2x6 I -Brace n r , * . * 2x8 2x8 T -Brace 2x8 I -Brace Nails . �. Brace Size t r `yR , ♦ for Two -Ply Truss Specified Continuous A 'r. ` , Rows of Lateral Bracing SPACING r Web Size ` ,1 2 ' 2x3 or 2x4 2z4 T -Brace 2x4 I -Brace r ; 2x6 2x6 T -Brace 2x6 I -Brace F" WEB ?"° • .2x8 2x8 T-Brace2x8 I -Brace 4 ' T -BRACE t r .. - NG\NEE&,S, OQ�OFESS/pN r y rye, ��Q- PJ�p � • B,q�,�F,yc tr ? DAVID fn �x 1• BAXTER w C 60384' m r li` to Exp. DEC. 31, 2016 Z _ X , � _ �. ;, • i, r ' t +�, c' �- ,CIVIL � P / Oho Vl` * • . • . • ti 0 O T Nails Section Detail °� • 02312 FOFOAI W • ''\ : , - .T -Brace• ". • _ � � • . , • � t. • ` . + Web,` 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, 1 x4 or 1 x6 SP braces must be stress web c _Brace rated boards with design values that are equal to (or better) the truss web design values. .. F cc • For SP truss'lumber grades up to #2 with 1X ..bracing material, use IND 45 for T -Br 18 0, 014 ' HAR/UhG-yerifydestgn param mans RIM WTUON TI AftuUL" All ILK ME -1 -7,73 - Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. - • Applicability of design parameters and proper incorporation of component Is responsibility of building designer -not truss designer. Bracing shown r « p Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the t..'. MITek• - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing, consuls ANSII Quality Criteria, DSB-89 and BCSI Building Component • _ 14515 N. Outer Forty, Sudo ig00 _ Safety InfonnaBon available from Truss Plate Institute, 781 N. Lee Street. Suite 312 Alexandria, VA 22314. - - 14515ChestN. Outer er 63017 Msoudrern D'me hm,ber isrpacified the design vatuesuechase et7acHve 06/01/2013 byALSC - JANUARY 1, 2009 L -BRACE DETAIL ST - L -BRACE =013 0 00 0 00 In MiTek USA, Inc. Nailing Patter L -Brace size Nail Size Nail Spacing 1x4 or 6 10d 8" o.c. 2x4, 6, or 8 16d 8" D.C. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) ME MTek USA, Inc. - Page 1 of 1 ` 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 2x3 or 2x4 1x4 2x6 1x6 *" 2x8 - 2x8 Web L -Brace must be same species grade (or better) as web member. DIRECT SUBSTITUTION NOT APLICABLE. DAVID BAXTER IIS// •: • Ex DEC. 31 t % •1 ®WAMAII •Verily deslga Par M M. acid REAL) WYES ON IWSAND /AMIDED N1TEAtAEEEAENCE PAGE Mr7J973 res 11291ZO14890W WE L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 **• MiT®k� permanent structure responsblity of For general guidance regarding fabrication. quality control, storage. delivery. erection and bracing. consuB ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component Safely Information ovalable from Truss Plate institute, 781 N. Lee Street, Suite 312 Alexandria. VA 22314. 2x6 2x6 **' ffSouthamPine(SP) tumbw Is specified, the design vahuc a those affective 06/01/2013 bV ALSO - 2x8 2x8 *" DIRECT SUBSTITUTION NOT APLICABLE. DAVID BAXTER IIS// •: • Ex DEC. 31 t % •1 ®WAMAII •Verily deslga Par M M. acid REAL) WYES ON IWSAND /AMIDED N1TEAtAEEEAENCE PAGE Mr7J973 res 11291ZO14890W WE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is far on Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not puss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional bracing of the overall is the the building designer. MiT®k� permanent structure responsblity of For general guidance regarding fabrication. quality control, storage. delivery. erection and bracing. consuB ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component Safely Information ovalable from Truss Plate institute, 781 N. Lee Street, Suite 312 Alexandria. VA 22314. 14518 N. Outer F, ortySuite 9900 , Suite ffSouthamPine(SP) tumbw Is specified, the design vahuc a those affective 06/01/2013 bV ALSO Chesterfield, MO JANUARY 1, 2009 SCAB -BRACE DETAIL ST - SCAB -BRACE MiTek USA, Inc. Page 1 of 1 0 0o Note: Scab -Bracing to be used when continuous - �� lateral bracing at midpoint (or T -Brace) is impractical Scab must cover full length of web +/- 6". MiTek USA, Inc. *'* 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 5-F-1 Od (3" X 0.131") 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" ' SCAB BRACE - 2x4 MINIMUM WEB SIZE - MINIMUM WEB GRADE OF #3 , P Nails Section Detail ®� Scab -Brace Web . Scab -Brace must be same species grade (or better) as web member.' ®MAMAH-yerUydes5J1p8MfiN rs 811dPW ROTESON Hasan® lint= JUMNPEFEREACIFAAGEKH-7473ms 1/29/m14e9aw (SE . Design valid for use only with Mlfek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblfity, of the -•-YF� erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quallty control. storage, delivery• erection and bracing, consult ANSI/TPil Ouallty Criteria, DSB-89 and BCSI Building Component Outer er 14515 N. OutForty, Sudo #300Safety Infoenation available from Truss Plate Institute, 781 N. Lee Street Suite 312. Alexandria, VA 22314. - NSou . P -use JSP) hanber.Is sP ified• the design vahu w& those a0ecsiw 0G/0i/2013 by ALSO Chesterfield, 6301) e " t �Ya'y-24, 2012 Standard Gable End DetailST`GE130-SP • 0 00 a MiTek USA, Inc. • DIAGONAL BRACE 4•-W O.C. MAX 0,, . 'Ar . Typical _x4 L -Brace Nailed To 2x Verticals W/10d Nails, 6" o.c. y Vertical/Stud N f SECTION B -B ' TRUSS GEOMETRY AND CONDITIONS 1 SHOWN ARE FOR ILLUSTRATION ONLY. 12 i QVaries to Common Truss - Vertical Stud (4) -16d Common Wire Nails (2) - 1 O Common Wire Nails into 2x6 SECTION A -A MiTek USA, Inc. Pagel of 2 - DIAGONAL . 164 Common y VWre Nails Spaced 6" o.c. Zx6 Sled or R\ 2x4 No.2 of better \Typical Horizontal Brace . Nailed To 2x Verticals 2!�41tidw/(4)-10d Common Nails 2x4 tud A SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING _ A TO LS AT EACH END. ATTACH DIAGONAL ACE TO SES TAL BRIBLBLOCKING WITH (5)- . 10d COMMON WIRE NAILS. Y r B 3x4= (4)-8d NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 TD SPF BLOCK * - Diagonal Bracing: ** - L -Bracing Refer e r to ectton - to Section B -B za" M Roof Sheathing ` NOTE: " 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND - r 1'4" WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.. Max (2) - 4V I9 _ 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. // 104 NAILS 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 1Dd NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF ` �rUSS S @ 24" O.C. DIAPHRAM AT 4'-0" O.C. • 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD ANDA / 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. _ 2k6 DIAGONAL BRACE SPACED 48" O.C. (REFER TO SECTION A -A) Diag. Brace / • 7.' / ATTACHED TO VERTICAL WITH (4) -16d GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. + at 1 /3 points COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. �_ _ TO BLOCKING WITH (5) - 10d COMMONS. • 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR It needed TYPE TRUSSES. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE. , 06-01-12 BY SPIB/ALSC. _ End Wail .HORIZONTAL BRACE - (SEE SECTION A /1) • 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! Stud 12" O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 2x4 SP No. 3 / Stud 16" O.C. 1 3-8-0 3-10-4 5-5.6 7-4-1 11-0-1 2x4 SP No. 3 / Stud 24" O.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 common wire nails 8in o.c., with 3in minimumOFESS distance. Brace /ON end must cover 90% of diagonal length. ��GINEER-ST OQR � M. . � - B'�� `oy MAX MEAN ROOF HEIGHT = 30 FEET • _ JPO R 2 DAVID to � 2 CATEGORY II BUILDING �� BAXTER -n 1 C 60384 EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH CO Exp. DEC. 31, 2016 Z L ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. U3 CIVIL P. 06/30116 DURATION OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. 0� O a�O•023A20a OFCA��FO December 10,2014 ®WAPMAG -Irel frdeslga Paminem and READ W7ES ON nasArm mal.IDFD 1417EK RffERE= PAGE MIb74n res 1/19/.014 B&MUSE Design vald for use only with Mfrek connectors. This design is based only upon parameters shown, and is for on individual building component.' Applicability of design parameters and proper Incorporation of component is responsbility, of building designer -not truss designer. Bracing shown Is for lateral support of Ind'Mdual web members only. Additional temporary bracing to'nusum slabiLty during construction B the responsibillity, of the MiTek* erector. Additional permanent bmcing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery• erection and bracing. consult ANSI/rPl1 Quality Criteria. DSB-89 and BCSI BuBding Component 14515 N. Outer Forty, Suite #300 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Chesterfield, MO 63017 Nf ''o Pirse ISP. tunib-is wecifreAlhe desitn valuesaretlross eBealre06/Ol/2013 byASC r? ` '• r_ ^S.•, ., ti �•t t s i, -JULY 1'1, 2011 LATERAL TOE -NAIL DETAIL, ST -TOENAIL MiTek USA Inc ,y Page 1 of 1 FV NOTES: - : n r - • . 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER 0 0o AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. �0 00 2 -THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING O F THE WOOD. 3. ALLOWABLE VALUE SHALL, BE TELESSER ALLUE OF THE BOTTOM CHORD SPECIES MiTek USA, Inc. FOR MEMBERS OF DIFFERENT SPECIES. , - � e ell. SQUARE CUT t f+ SIDE VIEW + r SIDE VIEW (2x4) - , (2x3) 3 NAILS' 2 NAILS - 'NEAR SIDE' NEAR SIDE 1 i _ FAR SIDE Y V 1 FAR SIDE . ' t -NEAR SIDE SIDE VIEW, - ... f ,i+".r .r'•:.e ,'• 4NAILS P NEAR SIDE --I FAR SIDE y NEAR SIDE r -- -I FAR SIDE ' VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED'.' t a 30.00° EXAMPLE: . - 3 -• ' (3) -16d NAILS (.167diam. x3.5") 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 y L It U3 . • ! - 45 DEGREE ANGLE r .. % - BEVEL CUT OQROFESS,/Q0,"t,91 SIDE VIEW DAVID 22 AILS ^ N BAXTER r? OQJ �t�� Z W Exp. DEC. 31, 2016 z w C60384 m NEAR SIDE ll T CY ;0 IVF Ori CIVIL Oaf R 06/30/16 NEAR SIDE 00' ; ^ �. tip 02312 45.00' r OFCAL�FO r 4 i U2 SIDE VIEW s �+ SIDE VIEW f` (2x4) (Zx6) U2 x + 3 AILS ! T 4 NAILS ' NEAR SIDE. +► � •1� .. NEAR SIDE a. NEAR SIDE NEAR SIDE ' NEAR SIDE ' r • NEAR SIDE • . ' `' NEAR SIDE ` ' VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY r December 10,2014 ®WAWK,-Vadfr design parameWsaed RFAD WTESGN TWSANIlD 11021,DED NITER RUTWICE PAGE MU -7473 mr. 1/291ZD1489MEWE . Design valid for use only with Milek connectors. This design is based only upon parameters shown, and Is for on Individual building component. ©�' Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown • ti-�.�-7 , Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblly of the MIT®I(' erector. Additional permanent bracing of the overall structure Is the responsibilityof the building designer. For general guidance regarding, fabrication, quality control, storage. delivery, erection and bracing, consult AOSUT%I Quaft Criteria, DSB-89 and BCSI Building Component 14515 N. Outer Forty, Suite #300 Safety Inlonnatlon available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. - Chesterfield, MO 83017 tl5outlrem PineM Lumber is specified, the des+Zn aahu "e ehase effective 06/01A013 by ALS[ - � ' . b, 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 . 58.7 Z O .135 93.5 85.6 74.2 ...72.6 63.4. .162 118.3 108.3 93.9 91.9 80.2 - j. . ` .128 84.1 76.9 66.7 65.3 57.0 . Z 13 ° 88.1 80.6 '69.9 68.4 , -i 59.7 cw .', .148 106.6 97.6 84.7.. '82.8 72.3 ^' M - -, 0 .120 73.9 57.4 50.1 O •128 84.1' ^ 76.9 66.7 > 65.3 57.0 o .131 88.1 80.6 69.9 ' 68.4 59.7 Cl) .148 106.6 97.6 84.7 82.8 72.3. t f+ SIDE VIEW + r SIDE VIEW (2x4) - , (2x3) 3 NAILS' 2 NAILS - 'NEAR SIDE' NEAR SIDE 1 i _ FAR SIDE Y V 1 FAR SIDE . ' t -NEAR SIDE SIDE VIEW, - ... f ,i+".r .r'•:.e ,'• 4NAILS P NEAR SIDE --I FAR SIDE y NEAR SIDE r -- -I FAR SIDE ' VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED'.' t a 30.00° EXAMPLE: . - 3 -• ' (3) -16d NAILS (.167diam. x3.5") 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 y L It U3 . • ! - 45 DEGREE ANGLE r .. % - BEVEL CUT OQROFESS,/Q0,"t,91 SIDE VIEW DAVID 22 AILS ^ N BAXTER r? OQJ �t�� Z W Exp. DEC. 31, 2016 z w C60384 m NEAR SIDE ll T CY ;0 IVF Ori CIVIL Oaf R 06/30/16 NEAR SIDE 00' ; ^ �. tip 02312 45.00' r OFCAL�FO r 4 i U2 SIDE VIEW s �+ SIDE VIEW f` (2x4) (Zx6) U2 x + 3 AILS ! T 4 NAILS ' NEAR SIDE. +► � •1� .. NEAR SIDE a. NEAR SIDE NEAR SIDE ' NEAR SIDE ' r • NEAR SIDE • . ' `' NEAR SIDE ` ' VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY r December 10,2014 ®WAWK,-Vadfr design parameWsaed RFAD WTESGN TWSANIlD 11021,DED NITER RUTWICE PAGE MU -7473 mr. 1/291ZD1489MEWE . Design valid for use only with Milek connectors. This design is based only upon parameters shown, and Is for on Individual building component. ©�' Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown • ti-�.�-7 , Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblly of the MIT®I(' erector. Additional permanent bracing of the overall structure Is the responsibilityof the building designer. For general guidance regarding, fabrication, quality control, storage. delivery, erection and bracing, consult AOSUT%I Quaft Criteria, DSB-89 and BCSI Building Component 14515 N. Outer Forty, Suite #300 Safety Inlonnatlon available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. - Chesterfield, MO 83017 tl5outlrem PineM Lumber is specified, the des+Zn aahu "e ehase effective 06/01A013 by ALS[ - � ' . b, FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY2 (BEVELED BOTTOM CHORD) 0 oQ �C:= GABLE END, COMMON TRUSS OR GIRDER TRUSS MiTek USA, Inc. This 1 with c 2x3 a MiTek USA, Inc. Page 1 of 1 NOTE: VALLEY STUD SPACING NOT TOTAL TOP CHORD LOAD = 65 PSF (MAX) TO EXCEED 48" O.C. SPACING 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 GABLE END, COMMON TRUSS OR GIRDER TRUSS 13 12� 11 10 BEVEL VALLEY BEVEL VALLEY TRUSS TRUSS BEVEL VALLEY I TRUSS X TOE - NAIL VALLEY TO TOE - NAIL VALLEY TO BASE TRUSS W/ BASE TRUSS W/ ( 2 ) 16d TOE NAILS (2) 16d TOE NAILS DETAIL A l (BASE TRUSSES SHEATHED) 1. INSTALL BASE TRUSSES. DETAIL B (NO SHEATHING) SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. l (,1NEE DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. �NR•s� BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). =Qy DAVID 9� 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE 0 BAXTER OT TRUSSES AS PER DETAIL A, B, OR C ABOVE. Tn Exp. DEC. 31, 2016 m W 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. p CIVIL 1K, 5. ALL NAILS TO BE (0.131" X 3-1/2") NOTE: .02312$aO . FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12 PITCH AND VALLEY TRUSSES BUILT WITH 2x4 ®WARIEAS .yerglr &siva parameters and READ M MS ON TIRSAW IB:11R1FD NITER RSFFH'k PAGE NIT•/473 res 1/191MI488b-MME Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and 6 for an individual bulding component. Applicability of design parameters and proper incorporation of component is responsibility of bulding designer- not truss designer. Bracing shown Is for lateral support of IndMdual web members only. Additional temporary bracing to insure stability during construction is the responsbUty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/rP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information _dvalable from Two Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. ; R FESS/0,4, M' Bq';"�`�c2 C 60384 06/30/16 /* December 10,2014 MiTek' 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 i, --- -- --- -- --- -- --- BASE TRU VALLEY TRUSS TYPICAL TYPICAL (24" D.C.) VALLEY TRUSS TYPICAL 5 124" O.C. 1 GABLE END, COMMON TRUSS OR GIRDER TRUSS 13 12� 11 10 BEVEL VALLEY BEVEL VALLEY TRUSS TRUSS BEVEL VALLEY I TRUSS X TOE - NAIL VALLEY TO TOE - NAIL VALLEY TO BASE TRUSS W/ BASE TRUSS W/ ( 2 ) 16d TOE NAILS (2) 16d TOE NAILS DETAIL A l (BASE TRUSSES SHEATHED) 1. INSTALL BASE TRUSSES. DETAIL B (NO SHEATHING) SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. l (,1NEE DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. �NR•s� BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). =Qy DAVID 9� 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE 0 BAXTER OT TRUSSES AS PER DETAIL A, B, OR C ABOVE. Tn Exp. DEC. 31, 2016 m W 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. p CIVIL 1K, 5. ALL NAILS TO BE (0.131" X 3-1/2") NOTE: .02312$aO . FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12 PITCH AND VALLEY TRUSSES BUILT WITH 2x4 ®WARIEAS .yerglr &siva parameters and READ M MS ON TIRSAW IB:11R1FD NITER RSFFH'k PAGE NIT•/473 res 1/191MI488b-MME Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and 6 for an individual bulding component. Applicability of design parameters and proper incorporation of component is responsibility of bulding designer- not truss designer. Bracing shown Is for lateral support of IndMdual web members only. Additional temporary bracing to insure stability during construction is the responsbUty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/rP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information _dvalable from Two Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. ; R FESS/0,4, M' Bq';"�`�c2 C 60384 06/30/16 /* December 10,2014 MiTek' 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 • • Y 'PWW16r0l1TNPPl q m sNNDe-OtlN • .. �P f• gm}sPlOv�mmmAA T alr �m.wlCa.mm �m}Pv�a q�Ymvm.ry ". - w}m�wme�OwaPssmqq `/ e,A P♦WP asmgYmmpm°mmmTgq mt}Pmom1�4P.b}�m _ am.Mommmm°<�m.mam • ,�• m•��'� ��. �_�==1�ti,�°r� ^ wPwemmomwml0•Im � V � v �e�rL�� ••� 7r^33.T.': �L'.�"'° _ .. � A+rPP � woem•mmsmmwomv I.. mm�`�m4am vw "°' ••m vrm�.maP�n®.a ' �:. .. ..Perq.e ww mvPmswgommwvem �m nmv®P,Pmmmleem•egv �' otw4-mRiswR gPPdPuiruopP�gPe m _ � aemT..oePu ips� _ mv�.nmmro-eiwPmouo.a _ •mwP�.=eewv...Pv. 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Pqul TPV•VmbTgommmyt+WmgO.Pr>Amsfd�lg �Y ° ��T�� PT.CWPIArImem Vrwfm PrP4 mT T410 aW°•.�AmO>•WIOppmq .PmeRPmVgrBRY•44bR mymgmlr,mmPsgOmme 1� tee TomPewwwrenP•oaamm.mPn,wa.nPwwsRRmRu ® � vmramemm�.R :S%: •.o ,mq �4 9ow.o a �nm�.p ® amu.tomaTvmm.wwsaYmoTAigmmalm mimn„rmarevm.avPu arTop�s m+ ®eomm � '1': ..a �:,marvowa�'w e�leef0_. • ®VIIAmMY RTp1e1mTO/Y1Tttia �e,mIVm1ACPTq ® megmgPAIPP®py 'I" mePmrEiYwf®mCOW N9J3VWJS Z—ONrMJLSNI A wmmT..e.samwP.m mann j POPmPR.RemRuemnmd ww..FifPem • �mseimP°Aa..umfmga® vm,eePAv.m1Pq,} P+°eTemuhm)m�n I p� WRr,v♦♦4tlP,emtvlPymegee,.�plf ey mmmeemvreAy ) fmlwmRaR9R!>tleel P,�aglSm[R)gq ePq wmR � fwA,m,1 m°ORP4iVfRR1RV.r a1Pq oYmWVedV gmef ogeP°mmOVWIPVgm,PPmpei44MP�y V°,gmarmreemrm Tmmlm[NOmmesor°Tmt� eP,°gmet mA,mpP,�wmLL►m fmaq iOR 4 ® P,m1vmR�imgRIPPPmPV, Wm00r•,orva MPPT eeVRVpgmwVlTRwIY / mgermAmmmea •� RPmTPgVmmelgmim>•mqrTqiqmeq WPPOT Y rLPmPAY4P1®RYmmlPml �VVq.T�•.A'P�mvMV mPmPm Pva°rW.m°ml I ,mgP4T♦Y UMPmV.m,e,pmPVOPVRPemmuPmemV DFPP P•al[tl pmfrmmwVi PTS FmmPe qe PGR •[9e mYm qm soV•sr eem R{Kq 1.;� Y • fN�m �9PPbP�q� ViVmmwmP°cgPfq,W4s;q awge,m QIVP°OOO��qq gPmmgy P°mmm mmP imine •• r ` � O q.sRmePlsV eemiCP }gRmmOmo+mq,mVR PmPmgPmre°m,riwae mLPT ,, q�•P{meaygPpOmge•PIPmAPl4mmeeme♦m igep eine ',):•<' .. mr[TmT�mo mql ummaPPmeesre.aPeeeu. ®e.a449ao v.imm.wmeRsvq.+n+P �v '� "�'°`e °® � 1 m)mwV meawiwimmrmV.fmammveme,W4pv°Pq®re ♦Pm.imGmT.miM» � mRP9 mu. any''• ,w mf,mwmwmM,mweOemrmP,m}emg4tamgOAoq _ FIiSLiii•�wPaRevROonoml:o.ramme�+m.�.um•w•mmr. oe,mePwa vndqumR vave.PmPme•v m.mw R �>e.RP q 4vutmr:fn�ma amine • ra"d9 .q aevmc�amam.mo.P..re.m,mammm.meTv.n ® aemRwmm,.mm m � immo+m�°"m:°m mmrmw� �mir°i�m m.�Pvm,R,R®<®,umma,�...�.d� s�•nai�aawgnm�a�anaasr�aarar Ana.m�amea.uPr.�,)rewsaoo.mawaa)t;••mmTP.wmmmPmmmRm m.mr..,Rm.Pw°.e„ mP.aaaeaaanefwmm.masmmf.mua 53551RLL Dumas tLL SIGH tTmtm m)wroYaaane mRr oew�R• S37VY3N39 SV10M S3lANIVMN39 • : t EROSION CONTROL PLAN Minimum erosion & sediment controls for project disturbing less than one acre. 1. No soil disturbance shall occur prior to obtaining a building, permit. 2. Person responsible for erosion control phone (see project team on sheet T-1 owner or builder contact information). 3. Erosion measures shall be in place between October 15th and April 15th, or when rain is forecasted. 4. Soil tracked off site into streets shall be cleaned up at end of each work day. 5. Inactive soil stockpiles shall be covered. Active stockpiles shall be covered prior to forecasted rain event. 6. The erosion control plan shall be re-evaulted & adjusted accordingly as the site changes & after rain events. 7. Erosion control measures shall be maintained. 8. Washing concrete equipment & tool at any location than a designated concrete washout is - a violation of law and subject to fine.Hay bales lined with visqueen maybe used for this - application. Rollaway bins may also be used. All concrete washout systems shall be placed off of the paved streets. 9. Stabilized entry: Provide minimum 3" to 6" fractured rock 50' long x 15' wide by 6" deep over construction grade fabric. 10. Wattles installed property behind curb or sidewalks. 11. Rock bags (minimum 2 per side) at all drain inlet locations within 159 of the project site. 12. Internal filters placed inside each drain inlet. 13. Trash bars across the back of all drains. 14. Stabilize all disturbed soils in the front yard areas within 15' of the back of curb or sidewalk. (Straw or erosion blankets may be used for this application). 15. Stabilize all slopes where erosion could occur & cause silt run o8. (Straw, visqueen or erosion blankets may be used for this application). 16. All paint, fuel, construction products etc. shall be stored in a covered location away from sidewalks and storm drain inlet. 17. Portable chemical toilets If provided on the site must be kept off of street & sidewalks & at least 50' from the nearest storm drain inlet. 18. All trash must be collected & stored properly. Do not let items such as drywall mud boxes,. paint buckets, cleaning materials containers etc. come in contact with any rainfall or storm water runoff. 19. After Installation of the above items is complete a maintenance program needs to be developed to insure the continued effectiveness of your BMP's (Best Management Practice). EROSION CONTROL LEGEND: PT- PORTABLE TOILETS SL- STOCKPILE AREA SA- STORAGE AREA CW- CONCRETE WASHOUT CE- CONSTRUCTION ENTRANCE/EXIT rw Z PERMIT # X16 -.61 r �.��0✓ BUTTE COUNTY DEVELOPMENT SERVICES BUTTE • REVIEWED FOR CODE COMPLIANCE CO[1NTY ;. /',/ ; 7 1 BY ,r.� DATE FEB 17 2017 T �P DEVELOPMENT SERVICES SITE PLAN. SCALE: 1"=40' BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY FINAL REPORT Final inspection will not be scheduled until completed report submitted APN: OY 7 - y,,,0 —©2 ci Building Permit # 6/�, Owner Name: Jobsite Address: Jobsite Contact: Company: Project Typex.Con Owner Phone: ction ❑ Demolition Submit completed form in person or by mail to: Butte County Development Ser ices - Building 7 County Center Drive Oroville, CA 95965 Jobsite Phone: ( ) MATERIAL Reuse Tonnage Recycle Tonnage Disposal Tonnage ACTUAL FACILITIES/SERVICE PROVIDERS USED Inert Material (concrete, asphalt) i Lumber Plant/Tree Debris i C � Dry Wall Metal i I I Cardboard � I Other: i Other: f� i Total tons of material disposed of (not recycled or reused) Total tons of material not disposed (either recycled of reused) Percent recycled/reused % Please sign indicating that the above information is true and correct to the best of your knowledge: Applicant: (Owner or Contractor): Date: Circle which Final Report returned with comments: (Initial) Date: Final Report approved: (Building Inspector) Attach copies of weight receipts, gate tags' or other verifying information for all materials that were reused, recycled or disposed jDate: i I i BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY PLAN: Pre -Construction Building permit will not be issued until completed plan submitted AP N: 0217 " %%O -Q.29 Building Permit # ��� z -9' Z.:,5 Owner Name: N' 1(-40/4 I Clii 11,j>1 sal" Submit completed form in person or by mail or fax to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Phone: (530)538-7601 Fax: (530)538-2140 Owner Mailing Address: 7/0 14ye- C6"C'o Owner Phone: ( ) Jobsite Address: 710 S��G.iay Vie- Project Sq. Ft.: 33�Y Project Type: Construction I Demolition JobsiteContact: (J)1 -^-t / Company: C/>� a� .S©''S JobsitePhone:(5j�) X2 7-761 Z Brief description of project: 5rp Ae4ul`i e_ /o " r,iG By signing below, I acknowledge that I am responsible for complying with the requirements of Ordinance 2006-3925 (Chapter 31, Article VII) related to recovery of construction and demolition debris and the lack of compliance may result in delays in issuance of building/demolition permit(s), hold on final inspection(s) and/or penalties. Applicant: (Owner i Contractor) Signature: (Circle) (2) Date: MATERIAL 1 Reuse Recycle Dispose FACILITIES/SERVICE PROVIDERS TO BE USED 3 Inert Material (concrete, asphalt) -t Lumber Plant/Tree Debris Dry Wall Metal J Cardboard Other: Other: Recovery Plan approved: Date: (Building Division) Please refer to the Butte County online Recycling Directory for local recycling service providers at:www.RecycleButte.net. &� CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Dateffime: 17:14, Thu, Feb 16, 2017 Calculation Description: Title 24 Analysis Input File Name: 2432 Energy.xml - f CF1R-PRF-01 BUTTE Page 1 of 8 COUNTY GENERAL INFORMATION ENERGY USE SUMMARY 01 Project Name Residential Building 04 - DEVELOPMENT 02 Calculation Description Title 24 Analysis - 08 SERVICES 03 Project Location Skyway Lane Compliance Margin Percent Improvement 04 City Chico 05 Standards Version Compliance 2015 06 Zip Code 07 Compliance Manager Version BEMCmpMgr 20134 (744) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) i45 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (0) 3354,/' 15 Number of Zones 1 16 Slab Area (ft2) 0 - 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No _ ul 20 Addition Slab Areat(ft?) N/A 21 y.� Glazing Percentage (%) 16.1-/.t5U �1�tif^ NVISlu COMPLIANCE RESULTS ENERGY USE SUMMARY 01 Building Complies witiiComputer P-erformance .. 04 K + �k". 02 This building Incorporates'features,that require fieldtestingand/or verification -by a certifi6lHERS ,rateEr4r under*w the supervision of a CEC-approved HERS provider. 4P N" '1 R eat;...res sr��hEonelw aiuw' 03 This building incorsporates oneor",m�ore, Spec�al 07 - 08 �F Standard Design Proposed Design Registration Number: 216-N0470416B-000000000-0000 Registration Date/Time: 2017-02-16 17:24:31 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2017-02-16 17:1522 ENERGY USE SUMMARY 04 05 06 07 - 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 42.97 39.16 3.81 8.9% Space Cooling _ 39.56 46.99 -7.43 -18.8% IAQ Ventilation 0.88 0.88 0.00 0.0% Water Heating 22.62 13.46 9.16 40.5% Photovoltaic Offset ---- 0.00 0.00 ---- Compliance Energy Total 106.03 100.49 5.54 5.2% Registration Number: 216-N0470416B-000000000-0000 Registration Date/Time: 2017-02-16 17:24:31 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2017-02-16 17:1522 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 17:14, Thu, Feb 16, 2017 Calculation Description: Title 24 Analysis Input File Name: 2432 Energy.xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Cathedral Ceiling ' • Window overhangs and/or fins CF1 R -PRF -01 Page 2 of 8 HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow - • Verified EER • Verified SEER • Refrigerant Charge • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing ^ Domestic Hot Water System Verifications: • --None ENERGY DESIGN RATING I I U 4 Ct 01 " Y .a.. -.r. .. ..__.^ F V Fr.� 1' F i� k 4 � ; . This is the sum of the annual TDV energy consumption,focenergy use -components included' in -the performance compliance approach fc -the Stariclard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not,regulated by Title 24; Part 6 (such as domestic`appliances`and consumer electronics) and accounting for the annual TDV energy offset by an V'4 " ' '%..y' V It X__ v on-site renewable energy system. t> C V- Reference Energy Use Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* 154.72 149.18 5.54 3.6% * includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (112) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Residential Building '3354--1 1 1 3_1 1'- " '` 0 1 Registration Number: 216-No4704166-000000000-0000 Registration Date/Time: 2017-02-16 17:24:31 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2017-02-16 17:15:22 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 17:14, Thu, Feb 16, 2017 Calculation Description: Title 24 Analysis Input File Name: 2432 Energy.xml CFI R -PRF -01 Page 3 of 8 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone 1 Conditioned HVAC Systeml 3354 9 DHW Sys 1 Gross Area (ft) OPAQUE SURFACES 01 02 ` Oil'-" # '04� � -SOS `' � �^"' � x'06€ 1,2 �l)70 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft) Window & Door Area (ft) Tilt (deg) Front Wall Zone 1 R-1`5, Wall 45 Front 540 193 90 Left Wall Zone 1 R-1'5' Wall 135 Left 495 69 90 Rear Wall Zone 1 R-15*all 225 Back 540 169 90 Right Wall / "Zone 1 R-15Wall 315 Right 495 136 90 Roof 2 _ f Zone-. ---, - ,R-38 Roof Attic 3334 Raised Floor Zone 1 J R;19 Floor Crawlspace 3354 "� 7 / t/" ., —_ i I /Jr- t I 11' 1%1,-,-] t -`1f -' @ 1 _.- OPAQUE SURFACES - Cathedral Ceilings 01 02 ` Oil'-" # '04� � -SOS `' � �^"' � x'06€ 1,2 �l)70 OS 09 10 11 Name Y Zone tj g= f Qrlektatio Type n e Area (ft) Skyl ght`Area (ft2) ` Roof.Rise_ (x in 12) 1146of Pitch Roof Tilt (deg) Roof Reflectance Roof Emittance Framing Factor Roof Zone 1 R-38 Roof Atticl - specify - 20.1 20 6 0.5 26.57 0.1 0.85 0.07 ATTIC 01 02 03 04 05 06 - ' 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance RadianCBarrier, Cool Roof Attic Zone 1 Attic RoofZone 1 Ventilated 6 0.1 0.85 1 ( Yes No Registration Number: 216-N0470416B-000000000-0000 Registration Date/Time: 2017-02-16 17:24:31 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2017-02-16 17:15:22 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 17:14, Thu, Feb 16, 2017 Calculation Description: Title 24 Analysis Input File Name: 2432 Energy.xml i CF1 R -PRF -01 Page 4 of 8 WINDOWS 01 02 03 04 05 06 07 08 09 .10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft2) U -factor SHGC Exterior Shading 9 Windows & 1 Doors Window Front Wall (Front -45) ---- ---- 1 165.0" 0.32 0.32. Insect Screen (default) 3 Windows & 1 Door Window Left Wall (Left -135) --- ---- 1 69.0 0.32 0.32 Insect Screen (default) 8 Windows & 2 Doors Window Rear Wall (Back -225) 5.0 5.0 6.76 169.0 ' 0.32 0.32 Insect Screen (default) 6 Windows & 1 door Window Right Wall (Right -315) — --- 1 ;116.0 0.32 0.32 Insect Screen (default) (3) Skylights Skylight Roof (- specify —0) 1 i 20.0• ' ' 0.37 0.29 DOORS ` ' 01l.02/C 01 .d 02 03 04 Name Side of Building Area (ft2) U -factor Door. 1t Front Wall 28.0: 0.50 Door 2 -""'""" Right Wall 20.0 0.50 OVERHANGS AND FINS )�./`Ir Off ' ' 01l.02/C dd j p �. 4 F03 04 X05 p 1'.065F07.,s O8 1 fl II09,,.<, 10 11 12 13 14 Overhangtri,, k yqs Left Fines Right Fin Window Depth Dlst Up Left'.. Extent Y� kight# Extent i� Flap Ht. ; ,fir Depth s Top Up DIstL Bot Up Depth Top Up Dist R Bot Up 8 Windows & 2 Doors 2 0.1 2- 2 0 1 0 0 0 0 0 0 0 0 Registration Number: 216-N0470416B-000000000-0000 Registration Date/Time: 2017-02-16 17:24:31 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-08252015-744 j HERS Provider: CaICERTS Inc. Report Generated at: 2017-02-16 17:15:22 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 17:14, Thu, Feb 16, 2017 Calculation Description: Title 24 Analysis Input File Name: 2432 Energy.xml CFI R -PRF -01 Page 5 of 8 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers • Cavity / Frame: no insul. / 2x4 Top Chrd • Roof Deck: Wood Siding/sheathing/decking 2x4 Top Chord of Roof Truss @ 24 Tile Gap: present Attic RoofZone 1 Attic Roofs Wood Framed Ceiling in. O.C. none 0.400 Roofing: 10 PSF (RoofTile) • Inside Finish: Gypsum Board • Cavity / Frame: R-15 / 2x4 • Exterior Finish: Wood R-15 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 15 0.089 Siding/sheathing/decking • Inside Finish: Gypsum Board Ceilings (below Cavity/ Frame: R-9.1 /2x4 R-38 Roof Attic attic) h Wood Framed Ceiling 2x4 @ 24 in. O.C. R 38 0.025 Over Floor Joists: R-28.9 insul. • Inside Finish: Gypsum Board Cavity / Frame: R-38 / 2x4 Roof Deck: Wood Siding/sheathing/decking �., -• er+� �•- Tile Gap: present R-38 Roof Atticl Cathedral- Ceilings Wood Framed Ceiling -.2x4,@,.24 in. Coq ,,,,,,,,,, R 38, 0.034 Roofing: 10 PSF (RoofTile) • Floor Surface: Carpeted Floors O ve r.--� ( Floor Deck: Wood Siding/sheathing/decking R-19 Floor Crawlspace Crawlspace .,Wood FILM Wt a _ten .,2x6 @ 16, ii O.C. fR 19 0:049, Cavity/Frame: R -19/2x6 HERS PROVIDER BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (011) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required -- WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Standard DHW Heater 1 1 .0% Registration Number: 216-N04704168-000000000-0000 Registration Date/Time: 2017-02-16 17:24:31 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-08252015-744 Report Generated at: 2017-02-16 17:15:22 J CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Residential Building Calculation Date/Time: 17:14, Thu, Feb 16, 2017 Page 6 of 8 Calculation Description: Title 24 Analysis Input File Name: 2432 Energy.xml WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Propane Small Instantaneous 0 0.98 150000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/1 — . - - - - - -- — .t SPACE CONDITIONING SYSTEMS IM 01 02 03 04 05 06 SC Sys Name .r._ ,,r`;SystemType Heating,UnifName (Cooling Unit Name. Fan Name Distribution Name HVAC S steml �' Y ';Other Heating and Coolingt i System Heatin Com o�nt 1 e 9 0 �% I 1 �` C olin Com o e t 1 :.- fi g j(, V IOU^ HVAC Fan 1 Air Distribution System 1 Y f % _%_ - F. F HVAC -HEATING UNIT TYPES'"`""(@ 01 02 03 Name Type Efficiency Heating Component 1 CntrlFurnace - Fuel -fired central furnace 94 AFUE HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 T Efficiency Multi -speed Name System Type EER SEER Zonally Controlled Compressor HERS Verification Cooling Component 1 ' SplitAirCond 12.5 15 Not Zonal Single Speed Cooling Component 1 -hers -cool Registration Number: 216-N0470416B-000000000-0000 Registration Date/Tme: 2017-02-1617:24:31 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 HERS Provider: CaICERTS Inc. Report Generated at: 2017-02-16 17:15:22 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building . Calculation Daterrime: 17:14, Thu, Feb 16, 2017 Calculation Description: Title 24 Analysis Input File Name: 2432 Energy.xml CF1R-PRF-01 Page 7 of 8 HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 Required Required Required HVAC - DISTRIBUTION SYSTEMS ' 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 DuctsAttic Sealed and tested 8 Attic None Air Distribution System 1 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION A 01 /,k02 03 04 05 06 07 08 Name - Duct Leakage --u-'--Veriflcatio� n– `"� Duct Leakage �.y-.Target (%) Verified Duct Location Verified Duct Design Burled Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required -77—' 6.0 Not Required; ig/Not Required Not Required Not Required – T! JI'� ' YE *^al 1fU s%� IL -..0 I %-V it Yr+i Ao_^ HVAC - FAN SYSTEMS 01 01 02 O -N 9R 'f 1 0–* *9 04 Name " Type ""� ° Y "` ' "Fan Power (Watts%CFM) HERS.Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 63.54 0.25 Default 0 Required Registration Number: 216-N0470416B-000000000-0000 Registration Date/Time: 2017-02-16 17:24:31 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version- CFSR-08252015-744 Report Generated at: 2017-02-16 17:15:22 to CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 17:14, Thu, Feb 16, 2017 Calculation Description: Title 24 Analysis Input File Name: 2432 Energy.xml CF1 R -PRF -01 Page 8 of 8 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: dm L to rson Jim Peterson Company: Signature Date: Streamline Engineering 2017-02-16 17:24:31 Address: CEA/HERS Certification Identification (If applicable): 60 Independence Circle City/State/Zip: Phone: Chico, CA 95973 530-892-1100 RESPONSIBLE PERSON'S DECLARATION STATEMENT - I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business'and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. ��, 3. The building design features'orsystem design features identified on. this'Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plansYand specifications submitted 6 -the enforcement agency,for approval.with-th s.building permit application. Responsible Designer Name: f t L�a 'Responsible Designer Signatu"tei �'mc�eterson �1 C Jim Peterson. Company: J� if Date,Signed: "` 117:24:ai Streamline Engineering . 2017-02-16ERS Address: License: 60 Independence Circle City/State/Zip: Phone: Chico, CA 95973 530-892-1100 Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-N0470416B-000000000-0000 Registration Date/Time: 2017-02-16 17:24:31 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2017-02-16 17:15:22 - ^ , • R H • F • 1 }? . ' . t G N. ' N N N m N m IT ' 41 - _ A2 - • �_.� - _ m If Y .. • • P 1 a 5 Bt 11 r t r. r ` _ PB1 - 82 PB7 2 < . P81 _ B2 + + - ,.. • '.!- • ". f - - P81 -r B2A.� Pall- B2A - PB7 - B2A VT + 11 11 - P 1 • B3D P81 = - B4. ' • r� P 1 ,� 85 -• ... - .i PB7 BS .. i . ' - P 1 85. .. • PB7 - .. •PB7 - r .. 85 _. - F1 ` 85 t ,P 1 .. B5.- Pal 85 , PB B5 ,• - .. .. - PB7 - .. B5 - P 1 85' Pal • • - t P 1 .. .. B5 _ - - Pal B8 1 • } ' P- - PB7 BB pal B8 .. .. " • Pal B. - C2 .. ' - - C2 03- W C S N C77 Di ` (7l c" rri Dlr zz Dl 0 Dl .... ,. DI nick and toni ABOVE PLAN PROVIDED FO USS PLACEMENT ONLY. REFER TOTRUSS CALCULATIONS AND ENGINEERING 'Sk A • - ` • STRUCTURAL DRAWING FOR ALL FURTHER INFORMATION. WIMNG DESIGNEWERGDIEER -; - " . OF RECORD RESPONSIBLE FOR ALL NON -TRUSS • 4 - -. - ] N' TO TRUSS CONNECTIONS. BURRING OESIGNEWENGINEEROFRECORD TO RENEW AND APPROVE OF ALL * r , r ^ •- 1045 Twin VIEW ReddiT10;'CAB •f - t DESIGNS PRIOR TO CONSTRUCTION. ,' � - P 530-244-6335 (F)-.! . • _ AD EoelPm vo P.MtY.I MEEWS LUN®EA AND HARDWARE AO da.Wm ory nA"v B not fa. lOF. E M MEEICS LUMBER AND OWARE - ` 1 STRUCTURAL CALCULATIONS CLIENT: Nick and Toni Cartwright PROJECT: Fire Damage Repair of Single -Family Home PROJECT 710 Skyway Avenue LOCATION: Chico, CA JOB NUMBER: 2432 DATE: 12/16/16 BUTTE COUNTY DEC 20 2016 DEVELOPMENT SERVICES LOADING CRITERIA BASED ON THE 2013 CALIFORNIA BUILDING CODE: SEISMIC DESIGN CATEGORY: D WIND SPEED V (3 SECOND GUST): 110 mph WIND EXPOSURE: B SOIL BEARING: 1500 psf (per CBC Table 1806.2) ARE SPECIAL INSPECTIONS REQUIRED FOR ELEMENTS DESIGNED IN THESE CALCULATIONS ? No NOTES: 1. Streamline Engineering is not responsible for the these calculations unless this cover sheet is stamped by Jeff Richelieu and wet signed with Red or Blue ink. 2. Any structural or non-structural items that are not specifically addressed in the following calculations are designed by others and are not the responsibility of Streamline Engineering. 3. The engineer is not responsible for on site inspection to verify compliance with the structural plans, details, or specifications. Workmanship is to be of the highest quality and follow the latest edition of the adopted Building Code, and local building department standards. 4. The Client is responsible for the location of the structure on the site. The Client shall verify that the structure is properly located with respect to property lines, set backs, adjacent slopes, and all other limiting factors. TRUSS STATEMENT: has reviewed the trusses submitted by Meeks Lumber Company and dated 12/16 for this project. The review was provided to insure that the truss designer used the proper gravity and lateral loading for the design of the trusses. The designer shall bear the entire responsibility for the design and bracing of the trusses. All truss to truss connections are designed by the truss mfg. PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR Page 1 C DE COMPLI E DATE BY 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 ��Fa,- 892-1115 GRAVITY LOADS: ROOF: PITCH: 6:12 DEAD LOAD: COMPOSITION SHINGLES 3.5 PSF 1/2" OSB OR PLYWOOD 1.5 PSF FRAMING 3.5 PSF R-38 INSULATION (OPTIONAL) 2.5 PSF 5/8" GYPSUM WALLBOARD 3.2 PSF MISCELLANEOUS 0.7 PSF DEAD LOAD 14.9 PSF PITCH INCREASE FOR DEAD LOAD 1.1 PSF TOTAL DESIGN DEAD LOAD 16.0 PSF BY: JMR DATE: 12/16/2016 JOB NO: 2432 PAGE: 2 LIVE LOAD PER TABLE 4-1 OF ASCE 7-10 = 20.0 PSF (REDUCIBLE) (LIVE LOAD MAY BE REDUCED FOR PITCH OR TRIBUTARY AREA AS SHOWN BELOW) PER ASCE 7-10 EQUATION (4.8-1) Lr = Lo RjR2 WHERE 12 PSF < Lr < 20 PSF Lr = REDUCED LIVE LOAD OF HORIZONTAL PROJECTION (PSF) TRIBUTARY AREA < 200 SQ. FT. LIVE LOAD (BASED ON PITCH) 18.0 PSF TOTAL LOAD 34.0 PSF LATERAL LOADS: WIND: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW SEISMIC: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW GENERAL NOTES: 1. The Engineer is only responsible for the structural items as noted in the following calculations. If changes are made to the design as detailed in these calculations without written approval from the Engineer, then the Engineer assumes no responsibility for the structure or any elements of the structure. 2. The Engineer is not responsible for any water proofing of any elements of the structure. The owner / contractor shall insure that all elements required to be waterproof are adequately detailed and constructed to be so. This includes but is not limited to roofs, deck ledgers, and retaining walls. 3. These calculations are based on a completed structure. The Engineer is not responsible for any elements that are not fully constructed or are not constructed according to the plans and details. 4. Building sites are assumed to be drained and free of expansive soil. These calculations assume undisturbed, stable soils, and level stepped footings. Any other conditions must be brought to the attention of the Engineer. 5. All footings shall bear on undisturbed soil with a footing depth below the frost line per local requirements. 60 Independence Circle, Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 0 Fax: 892-1115 BY: J n- DATE: l Z 1� JOB NO: 2 32 PAGE 3 OF 60 INDEPENDENCE CIRCLE, SUITE 201 ^ CHICO, CALIFORNIA 95973 ^ PHONE: (530) 892-1100 • FAX: (530) 892-1115 Date: 12 /I (a Job No. 2- 4 �,Z Page + Of DESIGN VALUES FOR ANCHOR BOLTS AND SILL NAILS SHEAR WALL SCHEDULE SHEAR WALL A B C D E F SHEAR WALL A B C D E F G 335 485 600 820 924 975 SEISMIC SHEAR PLF 260 350 490 640 730 760 980 @ 5" o.c. WIND SHEAR PLF 335 485 600 820 924 975 1250 1259 3/8" PLYWOOD 'Z CDX CDX CDX CDX STRUC.1 CDX CDX OR EXT. RATED OSB ONE SIDE ONE SIDE ONE SIDE I ONE SIDE I ONE SIDE TWO SIDES TWO SIDE 2. Design capacity of bolts per Table 11E of the 2012 NDS with Cd =1.6 per Table 2.3.2. EDGE NAILING 3 8d @ 6" 8d @ 4" 8d @ 3" 1 8d 2" 8d @ 2" 8d 0 4" 1 8d @ 3" Capacity of 1/2" Anchor Bolt in 3x sill = 1.6 *770# = 1232# / Bolt FIELD NAILING 3 8d @ 12" 8d 0 12" 8d @ 12" 8d @ 171 8d @ 12" 8d @ 12"18d @ 12" STUD SIZE AT VERTICAL 2 x 2 - 2x studs nailed together w/ 2 rows 16d sink. At 12" o.c. for PLYWOOD JOINT STUD full hei-c ht of studs 4x post may be used in place of 2 - 2x FOUNDATION SILL 1 1/2" 1 1/2" 1 1/2" 2 1/2" 2 1/2" 2 1/2" 2 1/2" PLATE THICKNESS 1 CLIP, BLOCK LS70 @ LS70 @ LS70 @ LS70 @ LS70 @ LS70 @ LS70 @ TO PLATE 24" o.c. 20" o.c. 16" o.c. 12" o.c. 10" o.c. 10" o.c. 8" o.c. 5/8" A.B. SPACING* 52" o.c. 36" o.c. 14" o.c. 26" o.c. 24" o.c. 23" o.c. 18" o.c. 1/2" A.B. SPACING 5 36" o.c. 24" o.c. 10" o.c. 18" o.c. 16" o.c. 15" o.c. 11" O.C. NOTES: 1. Over Douglas -Fir studs @ 16" o.c. 2. All panel edges backed with 2 -inch nominal or wider framing u.o.n. 3. If machine nails are used, then nails with partial heads are not permitted. 4. Simpson manufactured clips at 24" o.c. for entire balance of wall line. "Block" may be truss chord or rafter per detail. 5. Anchor bolts shall have a minimum 3" x 3" x.229" thick steel plate washer. DESIGN VALUES FOR ANCHOR BOLTS AND SILL NAILS SHEAR WALL A B C D E F G SEISMIC SHEAR (PLF) 260 350 490 640 730 760 980 WIND SHEAR PLF 335 485 600 820 924 975 1250 2X SILL SCREW INTO SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" BLOCK OR RIM JST. @ 20" o.c. @ 13" o.c. @ 11" o.c. @ 8" o.c. @ 7" o.c. @ 6" o.c. @ 5" o.c. SILL SCREW CAPACITY 336 517 611 840 960 1120 1344 5/8" A.B. CAPACITY 343 496 638 871 944 985 1259 1/2" A.B. CAPACITY 347 520 624 821 924 986 1344 NOTES: Simpson SDS 114 x 6" Wood Screws per Simpson with 1.6 increase for Cd Capacity of SDS 1/4" x 6" Wood Screw in 1 1/2" wood = 560 # / screw 2. Design capacity of bolts per Table 11E of the 2012 NDS with Cd =1.6 per Table 2.3.2. Capacity of 1/2" Anchor Bolt in 2x sill = 1.6 *650# = 1040# / Bolt Capacity of 1/2" Anchor Bolt in 3x sill = 1.6 *770# = 1232# / Bolt Capacity of 5/8" Anchor Bolt in 2x sill = 1.6 *930# = 1488# / Bolt Capacity of 5/8" Anchor Bolt in 3x sill = 1.6 *1180# = 1888# / Bolt 3. Reduce A.B. capacity in note 2 by 50% for 2x sill plate when allowable shear per foot is > than 350 pif < 600 If 60 Independence Circle, Ste. 201 0 Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 ETI G:I N EE'R'1IV.G c� r BY: JMR DATE: 12-0 JOB NO: 2.4 3Z PAGE: cj NOTE: WHEN MULTIPLE MEMBERS ARE USED THEY SHALL BE NAILED TOGETHER TO ACT AS ONE MEMBER W/ 2 ROWS 16d SINK. AT 12" O.C. FOR THE FULL HEIGHT OF THE MEMBER FOOTING SCHEDULE FOR SOIL BEARING = 1500 PSF POST SCHEDULE BASED ON 2013 CBC MARK MARK POST SIZE LUMBER GRADE MAX. Lu MAX. LOAD @ POST MAX. LOAD @ HEM FIR PL. MAX. LOAD @ D.F. PLATE P1 2 x 4 STANDARD 9' 1,500 LBS 2,100 LBS 3,200 LBS P2 2-2x4 STANDARD 9' 2,800 LBS 4,200 LBS 6,500 LBS P3 3-2x4 STANDARD 9' 5,000 LBS 6,300 LBS 9,700 LBS P4 2 x 6 STANDARD 9' 2,200 LBS 3,300 LBS 5,100 LBS P5 2-2x6 STANDARD 9' 5,000 LBS 6,600 LBS 10,000 LBS P6 3-2x6 STANDARD 9' 12,000 LBS 10,000 LBS 15,000 LBS P7 4 x 4 D.F. #1 9' 5,000 LBS 4,800 LBS 7,500 LBS P8 4 x 6 D.F. #1 9' 8,000 LBS - 7,800 LBS 12,000 LBS P9 4 x 8 D.F. #1 9' 10,000 LBS 10,200 LBS 16,000 LBS P10 6 x 6 D.F. #1 9' 20,000 LBS 12,200 LBS 19,000 LBS P11 6 x 8 D.F. #1 9' 28,000 LBS 16,700 LBS 26,000 LBS P12 3.5 x 3.5 1.8 PARALLAM PSL 9' 6,100 LBS 4,900 LBS 7,600 LBS P13 3.5 x 5.25 1.8 PARALLAM PSL 9' 9,100 LBS 7,400 LBS 11,000 LBS P14 3.5 x 7 1.8 PARALLAM PSL 9' 12,200 LBS 9,900 LBS 15,000 LBS PIS 5.25 x 5.25 1.8 PARALLAM PSL 9' 23,400 LBS 11,100 LBS 17,000 LBS P16 5.25 x 7 1.8 PARALLAM PSL 9' 31,300 LBS 14,800 LBS 23,000 LBS P17 7 x 7 1.8 PARALLAM PSL 9' 34,000 LBS 19,800 LBS 31,000 LBS NOTE: WHEN MULTIPLE MEMBERS ARE USED THEY SHALL BE NAILED TOGETHER TO ACT AS ONE MEMBER W/ 2 ROWS 16d SINK. AT 12" O.C. FOR THE FULL HEIGHT OF THE MEMBER WHERE F'c = 2,600 PSI Fy = 40,000 PSI 60 Independence Circle, Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 • Fax: 892-1115 FOOTING SCHEDULE FOR SOIL BEARING = 1500 PSF MARK LOAD (KIPS) FOOTING DIMENSIONS (INCHES) WIDTH LENGT THICKNESS MINIMUM STEEL REQUIRED #4 REBAR EVENLY SPACED F1 2.7 16 16 12 2 EA. WAY 3" CLR. F2 4.2 20 20 12 3 EA. WAY 3" CLR. F3 6.0 24 24 12 3 EA. WAY 3" CLR. F4 7.0 28 28 12 4 EA. WAY 3" CLR. FS 9.5 32 32 12 4 EA. WAY 3" CLR. F6 12.0 36 36 12 4 EA. WAY 3" CLR. F7 15.0 40 40 18 5 EA. WAY 3" CLR. F8 18.0 44 44 18 5 EA. WAY 3" CLR. F9 1 22.0 48 48 18 8 EA. WAY 3" CLR. F10 26.0 52 52 18 9 EA. WAY 3" CLR. F11 31.0 56 56 f 18 10 EA. WAY 3" CLR. F12 35.0 60 60 1 18 10 EA. WAY 3" CLR. WHERE F'c = 2,600 PSI Fy = 40,000 PSI 60 Independence Circle, Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 • Fax: 892-1115 -it 2 41� L F(q - CO Project: Prepared by: Jeff Richelieu 12/16/2016 Software licensed to: Streamline Engineering, Inc. Phone: 530-892-1100 1 Email: jeffstreamline@sbcglobal.net Input See ASCE 7-10 Section 26.3 for symbol definitions V= H 0 mph Exposure Category B h = 22 ft L = 80 ft B = 63 ft Gable Roof- Pitch = 6:12 This is a valid Class I building Wind Simple Version 1.0.0 Topographic Factor Specify Kzt directly Kzt for walls = 1.00 Kzt for roof = 1.00 Main Wind -Force Resisting System ASCE 7-10 Directional Procedure, MWFRS - Chapter 27, Part 2 This procedure applies to wind loads of enclosed simple diaphragm buildings, as defined in Section 26.2 MWFRS Wall Pressures (psf) fi =Wall, Total 'M-indwaid'4 Internal Su 17.3 14.2 -17.9 -15.9 -13.0 %Load .0 ase 2' i —:-4 7.3 -5.5 0.0 -12.8 +/-3 .0 PO 16.7 13.7 Load Load MWFRS Roof Pressures (psi) Zone Qv A� p S Load 1' -9.3 -11.6 -17.9 -15.9 -13.0 %Load .0 ase 2' i —:-4 7.3 -5.5 0.0 0.0 0.0 MWFRS Roof Overhane Pressures Povh @ Zone I = 7.0 psf Povh @ Zone 3 = 13.4 psf Pressures indicated are applied to underside of overhang on windward side only, simultaneously with other roof pressures C&C Roof Overhang Pressures (psf) q Qv A� p S Effecti iZ6ne3;—` 26e Z6 -!A & 5 Wtnd X(Sf ) L. Load �:--:-16id ;. Load — ad to, Load Load ]-111,.14i Case. Case 2 Case Case 2 Ca-e'l—, Case 2 Case 1,,,. Case 2 10 "34.1 11.7 1.3.5 20.3 18.6 500 -34 1—.-, 11.7 M"-5 12.1 14.2 ' =20.5;,:; 13.0 S.K. Ghosh Associates Inc. 1334 E Colfax Street, Palatine, IL, 60067 Page 1 of 1 1W www.skghoshassociates.com BY: JMR (� �( DATE: 12/16/2016 JOB NO: 2 PAGE: WIND DESIGN PRESSURE ON PROJECTED AREA LOAD CASE 1 ZONE 1 ' WIND PRESSURE PERPENDICULAR TO SURFACE -9.3 PSF *` ROOF PITCH 6 :12 ANGLE = 26.60 WIND PRESSURE ON PROJECTED AREA OF ROOF -4.16 PSF LOAD CASE 1 ZONE 2 _ WIND PRESSURE PERPENDICULAR TO SURFACE --1 1-.-6-1 PSF ROOF PITCH 6 :12 ANGLE = 26.60 WIND PRESSURE ON PROJECTED AREA OF ROOF -5.19 PSF NET PRESSURE ON PROJECTED AREA 1:0 PSF USE 8.00 PSF ON VERTICAL PROJECTED AREA OF ROOF PER 27.1.5 ASCE 7-10 LOAD CASE 1 ZONE 3 WIND PRESSURE PERPENDICULAR TO SURFACE -17.9 PSF ROOF PITCH 6 :12 ANGLE = 26.6 ° ' ' WIND PRESSURE ON PROJECTED AREA OF ROOF -8.01 PSF LOAD CASE 1 ZONE 3 WIND PRESSURE PERPENDICULAR TO SURFACE -17.9 PSF ROOF PITCH 6 :12 ANGLE = 26.60 WIND PRESSURE ON PROJECTED AREA OF ROOF -8.01 PSF NET PRESSURE ON PROJECTED AREA 0.0 PSF USE 8.00 PSF ON VERTICAL PROJECTED AREA OF ROOF PER 27.1.5 ASCE 7-10 60 Independence Circle, Ste. 201' '• Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 Design Maps Summary Report http://earthquake.usgs.gov/desigmnaps/us/summary.php?template--mi... '2 43Z Design Maps Summary Report User -Specified Input Report Title Cartwright Fri December 16, 2016 19:03:16 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available In 2008) Site Coordinates 39.705410N, 121.81367°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III �j •-^ v i ti h ri t�.� '?��� 1 Y•, P" fir. �t�' � a, � rt ir. 1� f v w `y�' sJ. r b`' . •F� USGS-Provided Output Ss = 0.615 g S,S = 0.804 g Sps = 0.536 g Sl = 0.272 g S„1 = 0.505 g Spl = 0.337 g, For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEa Response Spectrum 0.90-- 0.91 0.72-- 0.63-- 0.54-- M .720.630.54M 0.45 th 0.36 0.27 0.18 0.09 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Design Response Spectrum 0.54-- 0.48-- 0.42-- 0.39-- 0.30- M .54 0.480.420.360.30 y 0.24- 0.18-- 0.12-- 0.06 .2d0.190.120.06 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period T (sec) For PGA,,, T„ CRS, and Ca, values, please view the detailed report. 1 of 2 12/16/2016 11:03 AM BY: JMR - (e �(� DATE: 1 211 61201 6 JOB NO: 2432 - PAGE: i SEISMIC DESIGN FOR BUILDING USING ASCE/SEI STANDARD 7-10 PER SECTION 12.8.1 , SEISMIC BASE SHEAR (V) = Rho(CS )VII ' WHERE CS = SDS1(R 11) = 0.082 W SDS = 0.536 See attached printout from ASCE 7-10 Sol = 0.337 See attached printout from ASCE 7-10 R = 6.5 per Table 12.2-1 for wood shearWall IMPORTANCE FACTOR (1) = 1.0 Per Table 1.5-2 For occupancy category II . Rho = 1.3 Per ASCE 7-10 Section 12.3.4.2 PERIOD OF STRUCTURE (T) = Ct h„" = 0.2032 MAXIMUM HEIGHT OF STRUCURE (h„) = 22 FT. ' Ct = 0.02 FROM TABLE 12.8-2 X' = 0.75 FROM TABLE 12.8-2 CHECK CS T TL = 16 SEC. PER FIGURE 22-12 FOR T < TL CS = 0.2552 MAXIMUM PER 12.8-3 . CS 0.082 Used for design CS 11.4 = 0.059 Per CBC Section 1605 (eq. 16-21) USE V = 0.077 W 60 Independence Circle, Ste. 201 ° Chico, CA 95973 ° (530) 892-1100 ° Fax: 892-1115 BY: JMR Rho(CS )W DATE: 12/16/2016 JOB NO: 2432 PAGE: 10 SEISMIC DESIGN FOR BUILDING USING ASCE/SEI STANDARD 7-10 PER SECTION 12.8.1 SEISMIC BASE SHEAR (V) = Rho(CS )W WHERE CS = SDS/ (R / 1) _ - 0.429 W, SDS = 0.536 See attached printout from ASCE 7-10 Sol = 0.337 See attached printout from ASCE 7-10 R = 1.25 per Table 12.2-1 for steel ordinary cantilever column IMPORTANCE FACTOR (I) = 1.0 jPer Table 1.5-2 For occupancy category II Rho = 1.0 Per ASCE 7-10 Section 12.3.4.2 PERIOD OF STRUCTURE (T) = Ct h„" = 0.332 MAXIMUM HEIGHT OF STRUCURE (h„) = 22 FT. Ct = 0.028 FROM TABLE 12.8-2 X = 0.8 FROM TABLE 12.8-2 CHECK CS TL = 16 SEC. PER FIGURE 22-12 FOR T < TL CS = 0.8121 MAXIMUM PER 12.8-3 CS = 0.429 Used for design CS 11.4 = 0.306 Per CBC Section 1605 (eq. 16-21) USE V = 0.306 W 60 Independence Circle, Ste. 201 Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 BY: DATE: l Z I i ca JOB NO: Z 4 3'2— PAGE I 1 OF 07 1-7 '(4-15) 1:z . zo - I-jo ,4-9- f� oi�91 j-- V 4.077 E , ©1, 69 (Z 8) � 2 �- , o l (�. �� C�oj �/ - ! . 2 (� [ • . oo (a z ; 2� ° a I7 (�-.128 = 2, l W 2 C7) 14-12 (1)= -L K- H -t7 L-1 4- F5�� (-t/-7L-) C�. T o '14r2 P- IE;6?V 0 "r6C,7T G D G9_T1r- ISS9-A C2 • 60 INDEPENDENCE CIRCLE, SUITE 201 CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 BY: J 1-17 DATE: 1 2- 1 1 6::�?., JOB NO: 'Z432 - PAGE 432.PAGE I Z OF �01-73(4.0 017-1` a01 � . 30 o 70F it S�Ucf1✓ l.lr� A) c- - 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 ^ PHONE: (530) 892-1100 • FAX: (530) 892-1115 =,0-77E ooI(,e Io� 1�('lo-F- Z9 (4,o), ; 0 (10) 1 V _ c'o' E -0'eO �4y -Z-)•(7-C2 . Il --I + �,-- 0 3 00 I� �01-73(4.0 017-1` a01 � . 30 o 70F it S�Ucf1✓ l.lr� A) c- - 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 ^ PHONE: (530) 892-1100 • FAX: (530) 892-1115 BY: -J I`IZ- DATE: I2 11 Co JOB NO: 2- d 3 Z PAGE l -j OF �J V _ �J C� oog s= I oc-'- GoL'� C +' 7 o�-- �--- • 60 INDEPENDENCE CIRCLE, SUITE 201: CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Stee1,Column' Description: COLUMN AT CARPORT Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Project Title: Cartwright Engineer: JMR Project Descr. x ENEI Project ID: 2432 PG. I& Nnted:17 DEC 2016. 9:28NJ 'Ver:6. Steel Section Name: HSS6x6x1/4 Overall Column Height 10.0 ft ✓ Analysis Method: th Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy : Steel Yield 46.0 ksi X -X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Y Lu for X -X Axis buckling : 0.1 ft, K =1.0 Y -Y (depth) axis: Lu for Y -Y Axis buckling : 0.1 ft, K =1.0 Applied. LoadS t PASS Service loads entered. Load Factors will be applied for calculations. Column self weight included :190. lbsDead ad Factor AXIAL LOADS ... PASS 0.00 ft 0.023 Axial Load at 10.0 ft, D = 2.640; LR = 2.70 k 0.00 ft 0.000 PASS BENDING LOADS ... ,/ ✓, 0.046 PASS 0.00 ft Lat. Point Load at 10.0 ft creating Mx -x, W = 0.20, E = 0.80 k PASS 0.00 ft 0.023 -'DESIGN SUMMARY -. 0.00 ft 0.000 PASS Bending & Shear Check Results 0.040 PASS 0.00 ft PASS Max. Axial+Bending Stress Ratio = 0.2295 :1 Maximum SERVICE Load Reactions.. 0.023 Load Combination +D+0.70E+H Top along X -X 0.0 k Location of max.above base 0.0 ft Bottom along X -X 0.0 k At maximum location values are ... 0.003 Top along Y -Y 0.0 k Pa: Axial 2.830 k Bottom along Y -Y 0.80 k Pn I Omega: Allowable 121.359 k 0.055 PASS Ma -x: Applied -5.60 k -ft Maximum SERVICE Load Deflections ... 0.00 ft Mn -x / Omega: Allowable 25.709 k -ft Along Y -Y 0.5528 in at 10.Oft above base PASS 0.00 ft for load combination : E Only PASS Ma -y :Applied 0.0 k -ft PASS 0.00 ft Mn -y 1 Omega: Allowable 25.709 k -ft Along X -X 0.0 in at O.Oft above base PASS I for load combination : PASS PASS Maximum Shear Stress Ratio = 0.01372 Load Combination +D+0.70E+H Location of max.above base 0.0 ft At maximum location values are ... Va : Applied 0.560 k Vn I Omega: Allowable 40.826 k Load::Gombination Results ` ,• Load Combination +D+H +D+L+H ' +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +0+0.750L+0.750S+H +D+0.601N+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location 0.023 PASS 0.07 ft 0.000 PASS 0.00 ft 0.023 PASS 0.00 ft 0.000 PASS 0.00 ft 0.046 PASS 0.00 ft 0.000 PASS 0.00 ft 0.023 PASS 0.00 ft 0.000 PASS 0.00 ft 0.040 PASS 0.00 ft 0.000 PASS 0.00 ft 0.023 PASS 0.00 ft 0.000 PASS 0.00 ft 0.058 PASS 0.00 ft 0.003 PASS 0.00 ft 0.229 PASS 0.00 ft 0.014 PASS 0.00 ft 0.055 PASS 0.00 ft 0.002 PASS 0.00 ft 0.047 PASS 0.00 ft 0.002 PASS 0.00 ft 0.175 ' PASS 0.00 ft 0.010 PASS 0.00 ft 0.054 PASS 0.00 ft 0.003 PASS 0.00 ft 0.225 PASS 0.00 ft 0.014 PASS 0.00 ft Title Block Une 1 Project Title: Cartwright You can change this area Engineer: JMR Project ID: 2432 using the'Settings' menu item Protect Descr. �t 5 and then using the 'Printing & Title Block' selection. Title Block Line 6 Printed: n DEC 2016, 9:28AM S#eel Cmn` r i FeZ:IIFOE11241-2-12432NI-124328E-1:EC6`I=®- ENERCALC, INC. 1902016" Build;6.16.10.31, Ver6.16.10.31' Description: COLUMN AT CARPORT Maxitllum'ReaCt�ons <. w Note: Only non -zero reactions are listed. X -X Axis Reaction Y Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 2.830 k +D+L+H k k 2.830 k +D+Lr+H k k 5.530 k +O+S+H k k 2.830 k +D+0.750Lr+0.75OL4H k k4_ 855 k +0+0.750L+0.750S+H k k 2.830 k +0+0.60W+44 k -0.120 k 2.830 k +0+0.70E+H k -0.560 k 2.830 k +0+0.750Lr+0.750L+0.450W+H k -0.090 k 4.855 k +D+0.750L+0.750S+0.450W+H k -0.090 k 2.830 k +0+0.750L+0.750S+0.5250E+H k -0.420 k 2.830 k +0.60D+0.60W+0.60H k -0.120 k 1.698 k +0.60D+0.70E+0.60H k -0.560 k 1.698 k D Only k k 2.830 k Lr Only k k 2.700 k L Only k k k S Only k k k W Only k -0.200 k k E Only k -0.800 k k H Only k k k MaxhnUrIyDeflectionsfor Load Coinbiriatioris Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +o+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.083 in 10.000 ft +D+0.70E+H 0.0000 in 0.000 It 0.387 in 10.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.062 in 10.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.062 in 10.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 It 0.290 in 10.000 It +0.60D+0.60W+0.60H 0.0000 in 0.000 It 0.083 in 10.000 It +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.387 in 10.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 It 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 It 0.000 in 0.000 ft W Only 0.0000 in 0.000 It 0.138 in 10.000 ft E Only 0.0000 in 0.000 It 0.553 in 10.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft -Steel Section Properties ' .`: HSS6x6x114 Title Block Line 1 Project Title: Cartwright You can change this area Engineer: JMR Project ID: 2432 using the "Settings" menu item Project Descr. G I and then using the "Printing & Title Block' selection. Title Block Line 6 Printed: t] DEC 2016, 9:28AM Stef Ci0'U(Yl�1Ff., w r Fite=z11PROJE=112401-2-112432NI 112432BE�1,EC6 •i d61610.3T Ver6.1&10,31 ENERCAGC, INC;1983 2016; Buil.-Licefii�&-e—�.,STREAMLINE o.�r. *ENGINEERING" Description: COLUMN AT CARPORT Steel Sidion 0ir6 ties :` ` HSS6x6x114 Depth = 6.000 in I Xx = 28.60 in"4 J = 45.600 in^4 S xx = 9.54 in"3 Width = 6.000 in R xx = 2.340 in Wall Thick = 0.250 in Zx = 11.200 in^3 Area = 5.240 in^2 I yy = 28.600 in^4 C = 15.400 in^3 Weight = 19.020 pff S yy = 9.540 in"3 R yy = 2.340 in Ycg = 0.000 in M -x Loads • i 1.aax X o n z { 07 m I Ay X -X Br ace 's Y -Y Brace Loads are total entered value. Arrows do not reflect absolute direction. W Title Block Line 1 Project Title: Cartwright You can change this area Engineer. JMR Project ID: 2432 using the 'Settings' menu item Project Descr. (rr, ' 1-7and then using the "Printing & Title Block' selection. { °' File ENERCALI Description : BASE PLATE AT CARPORT COLUMN Printed: 17 DEC 2016. 9:33AA9 10.31 l Code References Calculations per AISC Design Guide # 1, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 +p ' E General Information j V -Z- M -X Material Properties AISC Design Method Allowable Strength Design +M X. Steel Plate Fy = 36.0 ksi -- k Concrete Support fc = 2.50 ksi Q c : ASD Safety Factor. 2.50 Assumed Bearing Area :Full Bearing Allowable Bearing Fp per J8 2.550 ksi Column & Plate L: Live ....... k Column Properties k Steel Section: HSS6x6x1/4 Depth 6 in Area 5.24 in^2 Width 6 in Ixx 28.6 in A4 ` Flange Thickness 0.233 in In 28.6 in A4%a Web Thickness 0 in Plate Dimensions Support Dimensions N : Length 10.0 in Width along 'X" 12.0 in B: Width 10.0 in Length along'Z' 12.0 in Thickness 0.6250 in Column assumed welded to base plate. Applied Loads +p ' E P -Y V -Z- M -X t L n +M X. D : Dead Load ....... 2.640 k -- k k -ft- +X tj( L: Live ....... k k k Lr :Roof Live ......... 2.70 k k k -ft S: Snow ................ k W: Wind ................ k k 0.20 k k-ft� 2.0 k -ft 1 EEarthquake k ', 0.80 k 8.0 k -ft ` . H :lateral Earth .......q k k k -ft FZ " P ° = Gravity load, + sign is downward. '+' Moments create higher soil pressure at +Z edge. '+ Shears push plate towards +Z edge. Anchor Bolts Anchor Bolt or Rod Description 314 Max of Tension or Pullout Capacity........... 4,0 k Shear Capacity ......................................... 1.0 k Edge distance: bolt to plate ........:.......... 1.250 in -- " Number of Bolts in each Row ................... 2.0 Number of Bolt Rows ........................ ' 1.0 ' 4 • Title Block Line 1 Project Title: Cartwright You can change this area Engineer: JMR Project ID: 2432 using the 'Settings" menu item - Project Descr: , g and then using the "Printing & Title Block" selection. I [Ile Cloak une 0 1.020 ksi Loading Printed: 17 DEC 2016, 9:33M4 Pa: Axial Load .... 2.640 k Re= z11PR0JE-112401-2-112432N1-112432BE-1.EC6 10.000 in Design Plate Width ......... Q,r:ENERCALC; INC..19tl3 2016, Btiild:B.16.10.31; Ve'r6.16.10.31 1.11M - 100.000 in^2 A2: Support Area .................. Description : BASE PLATE AT CARPORT COLUMN 1.200 Distance for Moment Calculation GOVERNING DESIGN LOAD CASE SUMMARY Mu: Max. Moment ..................... 1.844 k4n Plate Design Summary 2.150 in fb : Max. Bending Stress ............... 18.878 ksi Design Method Allowable Strength Desiqn Fb : Allowable: 21.557 ksi Governing Load Combination +D+0.60W+H Fy / Omega 2.150 in Governing Load Case Type Axial + Moment, U2 < nficity, Tension on Bc Bending Stress Ratio 0.876 Design Plate Size 10" X 10" x 0 -518 . Bending Stress OK Pa: Axial Load 2.640 k fu: Max. Plate Bearing Stress .... 1.020 ksi Me: Moment ........ 1.200 k -ft Fp: Allowable: 1.020 ksi min( 0.85*Fesgd(A2/A1),1.7• Pc)'Omega Load Comb.: Comb.: +D+H 1.020 ksi Loading 2•640 k Pa: Axial Load .... 2.640 k Design Plate Height......... 10.000 in Design Plate Width ......... 10.000 in Will be different from entry if partial bearing used. 100.000 in"2 Al : Plate Area ......... 100.000 in^2 A2: Support Area .................. 144.000 in^2 - sgrt(A2/A1) 1.200 Distance for Moment Calculation 2.150 in 'm" .............. I...... 2.150 in "n' ..................... 2.150 in X .............................. 0.000 in"2 Lambda ...................... 0.000 n' ........................................ 0.040 in n" Lambda .................................. 0.000 in L = max(m, n, n") ......................... 2.150 in Load Comb.: +D+L+H Loading 1.020 ksi Pa: Axial Load .... 2•640 k Design Plate Height ......... 10.000 in . Design Plate Width ......... 10.000 in Will be different from entry if partial bearing used. 0.061 k4n Al : Plate Area ......... 100.000 in"2 A2: Support Area .................. 144.000 in"2 sgrt(A2/A1 ) 1.200 Distance for Moment Calculation 0.029 'm' ..................... 2.150 in "n' ..................... 2.150 in X .............................. 0.000 in"2 Lambda ...................... 0.000 n' ........................................ 0.040 in n' • Lambda .................................. 0.000 in L = max(m, n, n") ......................... 2.150 in Bearing Stress Ratio 1.000 Bearing Stress OK Tension in each Boft ................... 0.099 Allowable Boft Tension ............... 4.000 Tension Stress Ratio 0.025 Axial Load Only, No Moment Bearing Stresses Fp: Allowable ............................... 1.020 ksi fa: Max. Bearing Pressure 0.026 ksi Stress Ratio ....................... 0.026 Plate Bending Stresses 0.026 Mmax = Fu' L"2 / 2 ................... 0.061 k4n fb : Actual ................................ 0.625 ksi Fb : Allowable .............................. 21.557 ksi Stress Ratio ..................... 0.029 Axial Load Only, No Moment Bearing Stresses Fp: Allowable ............................... 1.020 ksi fa: Max. Bearing Pressure 0.026 ksi Stress Ratio ....................... 0.026 Plate Bending Stresses Mmax = Fu' L^212 ................... 0.061 k -in fb : Actual ............ ...... :............. 0.625 ksi Fb : Allowable .............................. 21.557 ksi Stress Ratio ..................... 0.029 Title Block Line 1 �: _ Project Title: Cartwright You can change this area Engineer: JMR Proiect ID: 2432 using the "Settings' menu item Protect Descr: P G d and then using the "Printing & ; Title Block' selection. a Title Block Line 6 Printed: 17 DEC 2016, 9:4541 s `� General Footing �`�? �, "�.��. Fle=zI1PROJE-112401-2-IQ432N1-]124318E-f:EC6:' ity �?#_-"ENERCALC,INC.1983-2016:Build:6.16.10.31;Ver.6:16.10.31; Description : Carport Footing Code References r - Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 , Load Combinations Used: ASCE 7-10 Gene alanforrnaiion Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi ,' Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 , Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel % Bending Reinf. _. = Allow press. increase per foot of depth = 0.30 ksf Min Allow % Temp Reinf. _ 0.00180 when footing base is below = 1.0 ft Min. Overturning Safety Factor = 1.0 :1 Min. Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears - Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than - it Use Pedestal wt for stability, mom & shear No `Dimensions Width parallel to X -X Axis = 4.0 ft Length parallel to Z -Z Axis = 4.0 ft z Footing Thickness = 18.0 in ` a —�_ -�� -. �; -_.. s+.:�.•-tib Pedestal dimensions... px : parallel to X -X Axis = pz : parallel to Z -Z Axis = Height = Rebar Centerline to Edge of Concrete... at Bottom of footing = in in in 3.0 in Reinforcing-: 4.�., Bars parallel to X -X Axis Number of Bars = 8 Reinforcing Bar Size = # 4 , Bars parallel to Z -Z Axis Number of Bars = 8 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads ; r D Lr. L S W E H P: Column Load = 2.640 2.70. k OB: Overburden ' . _ ksf M-zz = 2.0 8.0 k -ft V -x = 0.20 0.80 k V_Z • . 1 �• k . Title Block Line 1 Project Title: Cartwright You can change this area Engineer. JMR Project ID: 2432 using the °Settings° menu item Protect Descr. 2 and then using the "Printing & Title Block' selection. Description: Carport Footing None 0.0 k -ft Infinitv OK X -X. 404-1-r None 0.0 k -ft DESLGN SUMMARY ` OK X -X. +D+0.750Lr None 0.0 k -ft Infinitv o - o X -X. +D+0.60W Min. Ratio Rem Infinitv Applied X -X. +D -4.70E Capacity Governing Load Combination Infinitv PASS 0.8873 Soil Bearing None 1.464 ksf Infinitv 1.650 ksf +0.60D+0.70E about Z -Z axis None PASS n/a Overturning - X -X OK 0.0 k -ft None 0.0 k -ft No Overturning OK PASS 1.304 Overturning - Z -Z 0.0 k -ft 6.440 k -ft OK 8.40 k -ft +0.60D+0.70E 0.0 k -ft PASS. 3.857 Sliding - X -X Z -Z. D Onlv 0.560 k 0.0 k -ft 2.160 k +0.60D40.70E Z -Z. +D+U PASS n/a Sliding - Z -Z Infinitv 0.0 k Z -Z. +D+0.7501 -r 0.0 k No Sliding Infinitv PASS n/a Uplift 1.380 k -ft 0.0 k 10.145 0.0 k No Uplift 6.440 k -ft PASS 0.1026 Z Flexure (+X) OK 1.809 k -ft 1.035 k -ft 17.624 k -ft +0.90D+E OK PASS 0.05311 Z Flexure (-X) 0.9360 k -ft 17.624 k -ft +1.20D+1.60Lr PASS 0.05311 X Flexure (+Z) 0.9360 k -ft 17.624 k -ft +1.20D+1.60Lr PASS 0.05311 X Flexure (-Z) 0.9360 k -ft 17.624 k -ft +1.20D+1.60Lr PASS 0.06843 1 -way Shear (+X) 5.132 psi 75.0 psi +0.90D+E PASS 0.02542 1 -way Shear (-X) - 1.907 psi 75.0 psi +1.20D+1.60Lr PASS 0.02542 1 -way Shear (+Z) 1.907 psi 75.0 psi +1.20D+1.60Lr PASS 0.02542 1 -way Shear (-Z) 1.907 psi 75.0 psi +1.20D+1.60Lr PASS 0.05048 2 -way Punching 7.571 psi 150.0 psi +1.20D+1.60Lr+0.50W Detailed Results FSoil Bearing Rotation Axis & _ Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X -X. D Onlv 1.650 n/a 0.0 0.4375 0.4375 n/a n/a 0.265 X -X. +D+Lr 1.650 n/a 0.0 0.6063 0.6063 n/a n/a 0.368 X -X. +D+0.750Lr 1.650 n/a 0.0 0.5641 0.5641 n/a n/a 0.342 X -X. +0+0.60W 1.650 n/a 0.0 0.4375 0.4375 • n/a n/a 0.265 X -X. +D+0.70E 1.650 n/a 0.0 0.4375 0.4375 nla n/a 0.265 X -X. +D+0.750Lr+0.45OW 1.650 n/a 0.0 0.5641 0.5641 n/a n/a 0.342 X -X. +D+0.450W 1.650 n/a 0.0 0.4375 0.4375 n/a n/a 0.265 X -X. +D+0.5250E 1.650 n/a 0.0 0.4375 0.4375 n/a n/a 0.265 X -X. +0.60D+0.60W 1.650 n/a 0.0 0.2625 0.2625 n/a n/a 0.159 X -X. +0.60D+O.70E 1.650 n/a 0.0 0.2625 0.2625 n/a n/a 0.159 Z -Z. D Only 1.650 0.0 n/a n/a n/a 0.4375 0.4375 0.265 Z -Z. +D+Lr 1.650 0.0 n/a n/a n/a 0.6063 0.6063 0.368 Z -Z. +M.750Lr. 1.650 0.0 n/a n/a n/a 0.5641 0.5641 0.342 Z -Z. +D+0.60W 1.650 2.366 n/a n/a n/a 0.3103 0.5647 0.342 Z -Z. +0+0.70E 1.650 11.040 n/a n/a n/a 0.0 1.069 0.648 Z -Z. +D -47501 -r -4450W 1.650 1.376 n/a n/a n/a 0.4686 0.6595 0.400 Z-Z.40+0.450W 1.650 1.774 n/a n/a n/a 0.3421 0.5329 0.323 Z -Z. +D -45250E 1.650 8.280 n/a n/a n/a 0.0 0.8830 0.535 Z -Z. +0.60D+0.60W 1.650 3.943 n/a n/a nla 0.1353 0.3897 0.236 Z -Z. +0.60D -470E 1.650 18.40 n/a n/a n/a 0:0 1.464 0.887 Overtuming;Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X -X. D Only None 0.0 k -ft Infinitv OK X -X. 404-1-r None 0.0 k -ft Infinitv OK X -X. +D+0.750Lr None 0.0 k -ft Infinitv OK X -X. +D+0.60W None 0.0 k -ft Infinitv OK X -X. +D -4.70E None 0.0 k -ft Infinitv OK X -X. +D+0.750Lr-#0.45OW None 0.0 k -ft Infinitv OK X -X. +M.450W None 0.0 k -ft Infinitv OK X -X. +D+0.5250E . None 0.0 k -ft Infinitv OK X -X. +0.60D+0.60W None 0.0 k -ft Infinitv OK X -X. +0.60D+0.70E None 0.0 k -ft Infinitv OK Z -Z. D Onlv None 0.0 k -ft Infinitv OK Z -Z. +D+U None 0.0 k -ft Infinitv OK Z -Z. +D+0.7501 -r None 0.0 k -ft Infinitv OK Z -Z. +D+0.60W 1.380 k -ft 14.0 k -ft 10.145 OK Z -Z. +0+0.70E 6.440 k -ft 14.0 k -ft 2.174 OK ZZ +D40.750Lr+0.45OW 1.035 k -ft 18.050 k -ft 17.440 OK Title Block Line 1 Project Title: Cartwright You can change this area Engineer: JMR Proiect ID: 2432 using the "Settings' menu item Protect Descr. G 2 and then using the 'Printing & ' Title Block' selection. Title Block Line 6 Printed: 17 DEC 2016.9:45mn File = isI1PROJE-112401-2-112432N1.112432BE-1:EC6 �9@t1e1'a� FOOt1119 1 u '>;ENEkAL6.INC;.1gn2016. BuW:616.10.3T;Ver6:16.10:31 Description: Carport Fooling Ove u;rriing Stability::;:`.;: Rotation Axis & 0.4620 +Z Bottom 0.3888 Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Z -Z, +D -4450W 1.035 k -ft 14.0 k -ft 13.527 OK Z -Z, +D+0.5250E 4.830 k -ft 14.0 k -ft 2.899 OK Z -Z, +0.60D+0.60W 1.380 k -ft 8.40 k -ft 6.087 OK Z -Z, +0.60D+0.70E 6.440 k -ft 8.40 k -ft 1.304 OK Sliding Stability 0.3888 Min Temo % 0.40 All units k Force Application Axis X -X. +1.20D 0.3960 +Z Bottom Load Combination... Sliding Force Resisting Force Stability Ratio Status X -X, D Only 0.0 k 3.0 k No Sliding OK X-X.'+D+Lr 0.0 k 3.810 k No Slidino OK X -X. +D+0.750Lr 0.0 k 3.608 k No Slidino OK X -X. +D+0.60W 0.120 k 3.0 k 25.0 OK X -X, +0+0.70E 0.560 k 3,0 k 5.357 OK X -X. +M.750Lr+0.45OW 0.090 k . 3.608 k 40.083 OK X -X. 4".450W 0.090 k 3.0 k 33,333 OK X -X, +D -+0.5250E 0.420 k 3.0 k 7.143 OK X -X. +0.60D40.60W 0.120 k 2.160 k 18.0 OK X -X, +0.60D+0.70E 0.560 k 2.160 k 3.857 OK Z -Z. D Only 0.0 k 3.0 k No Sliding OK Z -Z. +D+Lr 0.0 k 3.810 k No Sliding OK Z -Z, +M.750Lr 0.0 k 3.608 k No Slidina OK Z -Z. +0+0.60W 0.0 k 3.0 k No Slidino OK Z -Z. +D+0.5250E 0.0 k 3.0 k No Slidino OK Z-Z.-460D40.60W 0.0 k 2.160 k No Slidino OK Z -Z, +0.60D+0.70E 0.0 k 2.160 k No Slidino OK Z -Z. +D+0.70E 0.0 k 3.0 k No Slidino OK Z -Z. +D-4750Lr+0.450W 0.0 k 3.608 k No Slidino OK Z -Z, +0+0.450W. _.._ 0.0 k 3.0 k No Slidino OK - Footing.Flexure - +Z Bottom 0.3888 Min Temp % Flexure Anis & Load Combination Mu Side Tension As Req'd Gvm. As Actual As Phi*Mn Status 0.3960 k -ft Surface in^2 in^2 in^2 k -ft Min Temp % X -X. +1.40D 0.4620 +Z Bottom 0.3888 Min Temn % 0.40 17.624 OK X -X. +1.40D 0.4620 -Z Bottom 0.3888 Min Temp % 0.40 17.624 OK X -X, +1.20D+0.50Lr ' 0.5648 +Z Bottom 0.3888 Min Temo % 0.40 17.624 OK X -X, +1.20D+0.50Lr 0.5648 -Z Bottom 0.3888 Min Temo % 0.40 17.624 OK X -X. +1.20D 0.3960 +Z Bottom 0.3888 Min Temo % 0.40 17.624 OK X -X. +1.20D 0.3960 -Z Bottom . 0.3888 Min Temo % 0.40 17.624 OK X -X. +1.20D+1.60Lr 0.9360 +Z Bottom 0.3888 Min Temp % 0.40 17.624 OK X -X. +1.20D+1.60Lr 0.9360 -Z Bottom 0.3888 Min Temp % 0.40 17.624 OK X -X. +1.20D+1.60Lr+0.50W 0.9360 +Z Bottom 0.3888 Min Temo % 0.40 17.624 OK X -X, +1.20D+1.60Lr+0.50W 0.9360 -Z Bottom 0.3888 Min Temn % 0.40 17.624 OK X -X. +1,20D+0.50W 0.3960 +Z Bottom 0.3888 Min Temp % 0.40 17.624 OK X -X, +1.20D+0.50W 0.3960 -Z Bottom 0.3888 Min Temp % 0.40 17.624 OK X -X. +1.20D+0,50Lr+W 0.5648 +Z Bottom 0.3888 Min Temo % 0.40 17.624 OK X -X, +1.20D+0.50Lr+W 0.5648 -Z Bottom 0.3888 Min Temp % 0.40 17.624 OK X -X, +1.20D+W 0,3960 +Z Bottom 0.3888 Min Temp % 0.40 17.624 OK X -X. +1.20D+W 0.3960 -Z Bottom 0.3888 Min Temp % 0.40 17.624 OK X -X. +1.20D+E 0.3960 +Z Bottom 0.3888 Min Temp % 0.40 17.624 OK X -X, +1.20D+E 0.3960 -Z Bottom 0.3888 Min Temp % 0.40 17.624 OK X -X. +0.90D+W 0.2970 +Z Bottom 0.3888 Min Temp % 0.40 17.624 OK X -X. +0.90D+W 0.2970 -Z Bottom 0.3888 Min Temp % 0.40 17.624 OK X -X, +0.90D+E 0.2970 +Z Bottom 0.3888 Min Temp % 0.40 17.624 OK X -X. +0.90D+E 0.2970 -Z Bottom 0.3888 Min Temp % 0.40 17.624 OK Z -Z, +1.40D 0.4620 -X Bottom 0.3888 Min Temo % 0.40 17.624 OK Z -Z. +1.40D 0.4620 +X Bottom 0.3888 Min Temo % 0.40 17.624 OK Z -Z. +1.20D+0.50Lr 0.5648 -X Bottom 0.3888 Min Temp % 0.40 17.624 OK Z -Z, +1.20D+0.50Lr 0.5648 +X Bottom 0.3888 Min Temp % 0.40 17.624 OK Z -Z. +1.201) 0.3960 -X Bottom 0.3888 Min Temp % 0.40 17.624 OK Z -Z, +1.20D 0.3960 +X Bottom 0.3888 Min Temp % 0.40 17.624 OK Z -Z, +1.20D+1.60Lr 0.9360 -X Bottom 0.3888 Min Temp % 0.40 17.624 OK Z -Z, +1.20D+1.60Lr 0.9360 .+X Bottom 0.3888 Min Temo % 0.40 17.624 OK Title Block Line 1 Project Title: Cartwright You can change this area Engineer: JMR Project ID: 2432 using the 'Settings' menu item Project Descr: and then using the 'Printing & Title Block' selection. Title Block Line 6 Printed: 17 DEC 2016, 9:45AM •: He_=z11PROJE-112401-2-112432NI-1124326E-1:EC6 GeneiaV 6.6tin 9 ,. " ' . _ x '^ `:. ENERCALC; INC:19832016, Build:616.10.31 Ver.6:1.6:10:31. Description: Carport Footing r Footing Flexue ' �.. 150Dsi 0.02491 OK +1.20D+0.50Lr 4.568 osi 1500si 0.03046 OK Flexure Axis & Load Combination Mu Side Tension As Req'd Gvm. As Actual As Phi Mn Status 0.05048 k -ft +1.20D+1.60Lr+0.50W Surface in^2 in'2 in"2 +1.20D+0.50W k -ft 1501)si Z -Z. +1.20D+1.60Lr+0.50W 0.7923 -X Bottom 0.3888 Min Temo % OK 0.40 17.624 OK Z -Z. +1.20D+1.60Lr•+0.50W 1.080 +X Bottom 0.3888 Min Temo % OK 0.40 17.624 OK Z -Z. +1.20D+0.50W 0.2523 -X Bottom 0.3888 Min Temp % OK 0.40 17.624 OK Z -Z. +1.20D+0.50W 0.5397 +X Bottom 0.3888 Min Temo % 0.40 17.624 OK Z -Z. +1.20D+0.50Lr+W 0.2773 -X Bottom 0.3888 Min Temo % 0.40 17.624 OK Z -Z. +1.20D+0.50Lr+W 0.8522 +X Bottom 0.3888 Min Temo % 0.40 17.624 OK Z -Z. +1.20D+W 0.1086 -X Bottom 0.3888 Min Temo % 0.40 17.624 OK Z -Z. +1.20D+W 0.6834 +X Bottom 0.3888 Min Temo % 0.40 17.624 OK Z -Z. +1.20D+E 0.6193 -X TOD 0.3888 Min Temo % 0.40 17.624 OK Z -Z, +1.20D+E 1.680 +X Bottom 0.3888 Min Temo % 0.40 17.624 OK Z -Z. +0.90D+W 0.009580 -X Bottom 0.3888 Min Temo % 0.40 17.624 OK Z -Z. +0.90D+W 0.5844 +X Bottom 0.3888 Min Temo % 0.40 17.624 OK Z -Z. +0.90D+E 0.4905 -X Tor, 0.3888 Min Temo % 0.40 17.624 OK Z -Z, +0.90D,+E 1809. _ +X ,.. Bottom 0.3888 Min Tema % 0.40 17.624 OK Orie Way.Shear i Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi'Vn Status +1.40D 0.9411 Dsi 0.9411 osi 0.9411 Dsi 0.9411 Dsi 0.9411 osi 75 osi 0.01255 OK +1.20D+0.50Lr 1.15 osi 1.15 osi 1.15 osi 1.15 osi 1.15 osi 75 osi 0.01534 OK AND 0.8067 osi 0.8067 osi 0.8067 osi 0.8067 osi 0.8067 osi 75 osi � 0.01076 OK +1.20D+1.60Lr 1.907 osi 1.907 osi 1.907 osi. 1.907 osi 1.907 osi 75 osi 0.02542 OK +1.20D+1.60Lr+0.50W 1.548 osi 2.265 osi 1.907 osi 1.907 psi 2.265 osi 75 osi 0.03021 OK +1.20D+0.50W 0.448 osi 1.165 osi 0.8067 osi 0.8067 osi 1.165 osi 75 osi 0.01554 OK +1.20D+0.50Lr+W ' 0.433 osi 1.868 osi 1.15 osi 1.15 osi 1.868 osi 75 osi 0.0249 OK +1.20D+W 0.08925 osi 1.524 osi 0.8067 osi 0.8067 osi 1.524 osi 75 osi 0.02032 OK +1.20D+E 1.332 osi 4.12 osi 0.8067 osi 0.8067 osi 4.12 osi 75 osi 0.05494 OK +0.90D+W 0.1124 osi 1.322 osi 0.605 Dsi 0.605 osi 1.322 osi 75 osi 0.01763 OK +0.90D+E. .. 0.9992 osj, -,.,..,,..5.132 osi 0.605 osi 0.605 osi 5.132 osi 75 osi 0.06843 OK • , Punching'Shear .: �'All units k Load Combination... Vu PhNi n Vu I Phi'Vn Status +1.40D 3.737 osi 150Dsi 0.02491 OK +1.20D+0.50Lr 4.568 osi 1500si 0.03046 OK +1.20D 3.203 osi 150 Dsi 0.02136 OK +1.20D+1.60Lr 7.571 Dsi 150Dsi 0.05048 OK +1.20D+1.60Lr+0.50W 7.571 osi 150Dsi 0.05048 OK +1.20D+0.50W 3.203 osi 1501)si 0.02136 OK *1.20D+0.501-r+W 4.568 osi 150 Dsi 0.03046 OK +1.20D+W 3.203 osi 150Dsi 0.02136 OK +1.20D+E 3.391 Dsi_ 150osi 0.02261 OK +0.90D+W 2.402 Dsi 150osi 0.01602 OK +0.90D+E 2.993 Dsi 150Dsi 0.01996 OK BY: DATE: Z JOB NO: PAGE 2 2I OF L lt-J c. A S .0-7-7[-01(D%4 Zo +.C-)[ (A;.5)1801 = 2.7 K 0�!--�-Ll 2- oci l o + OT Fj 6a I—c�) TZ rl - �z��� (�.'7 12) (SO) I osQ Na Ht2 LIQ VA 5 2--K +.077C.010(Z5)ZI +s01 (Go)`�-��= 3. Cain 000 (-z 9 + - 01-7 -�((Z -7 J-L� 10 + -v- = 3_ Co - _Zoo 1 QS 0Tri ,2 (►©oj-7'Cl= I9<' = 0�5 (Io_& -7Z 2 1�� E � (olc) + (o} j z� �' Iz ►`"[ _ , 8 S (?- S Z �2� [ zo 0 ; --I- °i (o I> = Cl, � Ll EL Ht2 KIC ZA C-4 TI tF-, I k� c-, -z- iz To 60 INDEPENDENCE CIRCLE, SUITE 201 - CHICO, CALIFORNIA 95913 PHONE: (530) 892-1100 • FAX: (530) 892-1115 BY- J I'l W - DATE: IZI r".0, JOB NO: 'Z 4 3 Z. - PAGE -74 OF x-7-7 r ® IGS (z,6) (4-c7) e -7.76� 114v Q { . 60 INDEPENDENCE CIRCLE, SUITE 201 •, CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 Title Block Line 1 Project Title: Cartwright You can change this area Engineer JMR r Project ID: 2432 using the "Settings" menu item - Protect Descr. P 2! and then using the "Printing & 1,687.50 psi ` 'Title Block" selection. +D+Lr+H Title Block Line 6 Printed: 16 DEC 2016, 3:18PM r` Multiple .Simple Beam - r �� 1k` a ' File = z:\1PROJE-112401-2-112432NI-112432BE=1.EC6-';, r� . f'� Y :`ENERCALC,-INC. 1983-2016, Build:6:18.10 31; Ver.6.16.10.31 Fv: Allowable: 212.50 psi Description: Roof Beams +D+Lr+H x ' -Wood, Beam Design BM 1, BM 2, BM 3 • �, , = �. '•.. °' ? k;' •Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraced ' Wood Grade : No.1 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - PAI 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi Applied Loads Beam self weight calculated and added to loads - Beam self weight calculated and added to loads I j! Unif Load: D = 0.0160, Lr = 0.020 k/ft, Trib= 9.0 It Unif Load: D = 0.0160, Lr = 0.0180 klft, Trib=15.0 ft Deskin Summary i Max fb/Fb Ratio. = s 0.563. 1 fb : Actual : 949.98 psi at 6.250 ft in Span # 1 Fb: Allowable: 1,687.50 psi ` Load Comb: +D+Lr+H Max fv/FvRatio = 0.249: 1 fv : Actual: 52.95 psi at 11.750 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H x ' Max Reactions (k) D l Lr S W E' • Left Support 0.97 1.13 Right Support 0.97 • 1.13 H Downward L+Lr+S 0.158 in Downward Total Upward L+Lr+S 0.000 in . Upward Total Live Load Defl Ratio - 948 >360 Total Defl Ratio 0.295 in 0.000 in 509 >180 WOOdiBeam. Design PM.4 499.90 psi at • 1.750 ft in Span # 1 Fb: Allowable: 1,375.00 psi y, +D+Lr+H , Calculations NDS 2012;1BC 2012, CBC 2013, ASCE 7-10 0.297: 1 fv : Actual : per - BEAM Size: 4x12, Sawn, Fully Unbraced Load Comb: +D+Lr+H ' Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Grade: Versa Lam 2.0 2800 West Wood Species: Douglas Fir - Larch Fb - Tension 2800 psi Fc - PAI 3000 psi Wood Grade : No.1 41.75 pcf Fb - Tension 1000 psi Fc - PAI 1500 psi Fv 180 psi Ebend- xx 1700 ksi Density 31.2 pcf Fb - Compr 1000 psi . Fc - Perp 625 psi Ft - 675 psi Eminbend - xx 620 ksi _ Beam self weight calculated and added to loads Applied Loads I j! Unif Load: D = 0.0160, Lr = 0.0180 klft, Trib=15.0 ft Beam self weight calculated and added to loads -- • , ' , , Point: D =1.60, Lr =1.90 k @ 1.750 It , Design Summary H Downward L+Lr+S 0.004 in Downward Total Max fb/Fb Ratio 0.364-1 fb : Actual : 499.90 psi at • 1.750 ft in Span # 1 Fb: Allowable: 1,375.00 psi Load Comb: +D+Lr+H , Max fv/FvRatio = 0.297: 1 fv : Actual : 66.93 psi at 2.567 ft in Span # 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H -Max Reactions (k) • o L Lr S w E H Downward L+Lr+S 0.004 in Downward Total 0.008 in Left Support ' • 0.81 0.95 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.81 0.95 Live Load Defl Ratio 10060 >360 Total Defl Ratio 5432 >180 Wood Bearn,Design . BM 5. 6 Max fv/FvRatio = rBM . 'C per:NDS 2012; IBC 2012, CBC 2013, ASCE 7-10 . BEAM Size: 5.25x16, VersaLam, Fully Unbraced. 356.25 psi Load Comb: Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending ' Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2800 psi Fc - PAI 3000 psi Fv 285 psi Ebend- xx • 2000 ksi Density 41.75 pcf _ Fb - Compr 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx530120482 ksi Applied Loads i�-I 76:? o �g G 3 Beam self weight calculated and added to loads I j! Unif Load: D = 0.0160, Lr = 0.0180 klft, Trib=15.0 ft ' Design Summary Max fb/Fb Ratio = 0.422.1 fb : Actual : .. 1,431.31 psi at 10.000 ft in Span # 1 Fb: Allowable: 3,389.89 psi Load Comb: • +D+Lr+H Max fv/FvRatio = 0.234: 1 fv : Actual :.. 83.33 psi at 18.733 ft in Span # 1 Fv: Allowable: 356.25 psi Load Comb: +D+Lr+H Max Reactions (k) D L Lr S w ' E H Downward L+Lr+S 0.273 in Downward Total 0.540 in Left Support 2.64 2.70 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.64, 2.70 ti` Live Load Defl Ratio 880 >360 Total Defl Ratio 444 >180 Desian Summary r Max fb/Fb Ratio 0.523; 1 Title Block Line 1 - Project Title: . • 1 Cartwright You can change this area Engineer: JMR Project ID: 2432 • using the "Settings" menu item Project Descr: " and then using the "Printing 8 0.369: 1 Title Block" selection. A Title Block Line 6 ° Printed: 16 DEC 2016, 3:18PM •- r , ;• • r� ,- , r� t r °.` file=zltPROJE-112401-2-112432NI-1124328E=f:EC6 Jr =_ Mutt�ple,Simple Beam �;�� ...' p .x, <^ is .. ENERCALC,INC19832018;Build:6.16.10.31,Ver.818.10-31 +D+Lr+H - VWood Beam Design •�. BM 7- • .P • ,,s '• , . Calculations per NDS 20 IBC 2012 .CBC 2013, ASCE 7-10: r. - BEAM Size: 3.5x11.875, VersaLam, Fully Unbraced• " Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - PHI 3,000.0 psi Fv 285.0 psi . Ebend- xx 2,000.0 ksi Density 41.750 pcf. Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Amolied Loads Beam self weight calculated and added to loads Unif Load' D=00160 Lr = 0.0180 k/ft Tnb= 22.0 ft Desian Summary r Max fb/Fb Ratio 0.523; 1 fb : Actual : 1,831.40 psi, at 5.750 ft in Span # 1 Fb: Allowable: 3,500.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.369: 1 tv : Actual : 131.38 psi at 0.0001 -in Span #•1 Fv: Allowable: 356.25 psi ' Load Comb • +D+Lr+H Max Reactions (k) D , L Lr S W E H Downward L+Lr+S 0.160 in Downward Total 0.307 in Left Support 2.09 2.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.09 2.28 Live Load Defl Ratio 861 >360 Total Defl Ratio 448 >180 Wood Beam Design BM 8, BM9, BM 10 BM 11 ' Calculations per NDS 201 2,'IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending , Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi, Fc - PHI 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp '625.0 psi Ft675.0 psi Eminbend - xx 580.0 ksi Applied Loads - Beam self weight calculated and added to loads ' Un•If Load' D = 0 0160 Lr = 0 020 k/ft Tdb= 6 0 ft Design Summa►y ` Max fb/Fb Ratio = 0.445-1 fb : Actual : 751.17 psi at 6.750 ft in Span # 1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.184: 1 fv : Actual : 39.06 psi at 12.735 ft in Span # 1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H - Max Reactions (k) g L Lr S w . E, H Downward L+Lr+S 0.143 in Downward Total 0.272 in Left Support 0.72 0.81 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.72 0.81 Live Load Defl Ratio 1129 >360 Total Defl Ratio 596 >180 f