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HomeMy WebLinkAboutB16-2190 000-000-000 (2)Systems Plus Lumber Co. 1800 S. Barney Rd. Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com COUNW INSPECTION AGENCY *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * fill - MiTekAl ICC ES Report ESR -1311& ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS(2303.4/R802. I Oroof/R502.1 I floor) TRUSS ENGINEERING LAYOUT YES* NO ❑ Standard Truss Detail Title Detail # = Included Gable End 85 Wind B Timber Products Inspection, Inc. SEP 3 0 2016 105 S.E. 124`h Avenue Gable End 110 Wind C Vancouver, WA 98684 DEVELOPMENT Tel: (360) 449-3138 SES ]�ViC BSG-xa o Fax: (360) 449-3953 *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * fill - MiTekAl ICC ES Report ESR -1311& ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS(2303.4/R802. I Oroof/R502.1 I floor) TRUSS ENGINEERING LAYOUT YES* NO ❑ Standard Truss Detail Title Detail # = Included Gable End 85 Wind B 1 Gable End 110 Wind B IA Gable End 110 Wind C 1B Hat Truss over 6/12 2 Hat Truss under 6/12 213 Web Bracing Details 3 ✓ Vallev Fill Frames 4 Open Face Jacks 5 ✓ Toe nail 6 Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 HVAC 10 Truss Data 11 ✓ Purlin Gable 12 BCSI at www.sbeindustr .corn BCSI-B1 Summary Sheet at www.sbcindustrv.com Systems Plus. Job Number 1609-074 Date 9/29/16 Revision(s) �f0 219 Q Customer BILINSKI err R 13UTTECOUNTY D�EVELLnPMENTS POR Project DETACHED GARAGE Location CHICO PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE B'C' SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES F L -e C©laY s 36-00-00 07 �: � - —) —, 3: l W01 J01 J02 A01 A02 A03 A04 A05 A06 0 _ o0 0 CD Q LO A06 A05 A04 A03 A02 A01 J02 J01 W02 ,Zp 0 0 Cl) J04(12), = JUS24 0 = HHC26 W 02 J01 0 6 J02 9 1 0 J02 0 0 J01 9 W01 0 0 0 -0 I V= � lili �ly ' 1 Y02I 1 11 1' � OI2 I ! AY01I LAY01 i '' YI01; 'LAY01 /I 11 i�lll 1LA Y0�2 {' �2 1 1 1 1 i —'—A--A� A I I I I ,Zp 0 0 Cl) J04(12), = JUS24 0 = HHC26 W 02 J01 0 6 J02 9 1 0 J02 0 0 J01 9 W01 0 0 0 -0 Job Truss Truss Type Qty I Ply BILINSKI a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall P� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R48553672 1512-073 A01 HIP GIRDER 2 2 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Suite 109 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 1 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Sep 28 14:48:26 2016 Page 1 I D:zyjODJZ9TSJZyXrcaQNOJhyaV W?-fAY8A7DOVLsgMM33ScIFinbcXxDL2dZK5FAQ2oyZ3np 6-0 3-3-4 6-0-0 10 8-9 15-6-14 20-5 2 25-3-7 30-0-0 32-8-12 36-0-0 37-6-0 Ill -_6 -0 3-3-4 2-8-12 4-8-9 4-10.5 4-10-5 4-10-5 4-8-9 2-8-12 3-3-4 1-6.0 Scale = 1:65.6 5x6 = 6.00 12 D 4x10 = 2x4 11 3x8 = 3x10 = 3x4 = 5x6 = AA AB E AC AD F AE AF GAG H AH 1 At AJ J V x8 __ AK AL T AM AN S AO R QAP AQ AR P AS 4x5 = 2x4 II 4 2x4 II 410 = 48 = 20 II 40 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.14 Q >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.30 Vert(TL) -0.40 P -Q >900 180 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.08 L n/a n/a BCDL 10.0 Code IBC20121TP12007 Matrix -MSH LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD BOT CHORD 2X6 DF SS G BOT CHORD WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) r U=3178/0-5-8, L=2243/0-5-8 Max Horz U=60(LC 8) Max Uplift U=-538(LC 4), L=-377(LC 9) Max Grav U=3178(LC 1), L=2279(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-127/571, C -D=-183/687, D -E=-140/553, E -F=-5227/996, F -G=-5227/996, G -I=-5679/1061, I -J=-3987/740, J -K=-4517/815, K -L=-4507/764 BOT CHORD 134=478/170, U -V=-478/170, T -U=-588/3136, S -T=-588/3136, Q -S=-1091/6116, P -Q=-1091/6116, O -P=-986/5679, N -O=-640/4004, L -N=-640/4004 WEBS D -U=-562/151, E -U=-3913/727, E -T=0/329, E -S=-447/2502, FS= -504/249, G -S=-1100/196, G -Q=0/383, G -P=-507/123, I -P=0/516, I -O=-1968/404, J -O=-188/1584 AT O N 4x8 = 2x4 II 4x5 = PLATES GRIP MT20 220/195 Weight: 397 Ib FT = 20% Structural wood sheathing directly applied or 5-11-1 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: B-V,U-V. NOTES- (11) 1) 2 -ply truss to be connected together with 1 Od (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 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 538 Ib uplift at joint U and 377 Ib uplift at joint L. p?,pr CSS/py TEOpOs�F� w W C 75435 c m 1Y X t(*� EXP, 03/31/2018 l* September 29,2016 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473rev. 10/03/2015 BEFORE USE. -- Design valid for use only with MZek® 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 P� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing L4 R." I is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the V x8 __ AK AL T AM AN S AO R QAP AQ AR P AS 4x5 = 2x4 II 4 2x4 II 410 = 48 = 20 II 40 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.14 Q >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.30 Vert(TL) -0.40 P -Q >900 180 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.08 L n/a n/a BCDL 10.0 Code IBC20121TP12007 Matrix -MSH LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD BOT CHORD 2X6 DF SS G BOT CHORD WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) r U=3178/0-5-8, L=2243/0-5-8 Max Horz U=60(LC 8) Max Uplift U=-538(LC 4), L=-377(LC 9) Max Grav U=3178(LC 1), L=2279(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-127/571, C -D=-183/687, D -E=-140/553, E -F=-5227/996, F -G=-5227/996, G -I=-5679/1061, I -J=-3987/740, J -K=-4517/815, K -L=-4507/764 BOT CHORD 134=478/170, U -V=-478/170, T -U=-588/3136, S -T=-588/3136, Q -S=-1091/6116, P -Q=-1091/6116, O -P=-986/5679, N -O=-640/4004, L -N=-640/4004 WEBS D -U=-562/151, E -U=-3913/727, E -T=0/329, E -S=-447/2502, FS= -504/249, G -S=-1100/196, G -Q=0/383, G -P=-507/123, I -P=0/516, I -O=-1968/404, J -O=-188/1584 AT O N 4x8 = 2x4 II 4x5 = PLATES GRIP MT20 220/195 Weight: 397 Ib FT = 20% Structural wood sheathing directly applied or 5-11-1 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: B-V,U-V. NOTES- (11) 1) 2 -ply truss to be connected together with 1 Od (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 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 538 Ib uplift at joint U and 377 Ib uplift at joint L. p?,pr CSS/py TEOpOs�F� w W C 75435 c m 1Y X t(*� EXP, 03/31/2018 l* September 29,2016 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473rev. 10/03/2015 BEFORE USE. -- Design valid for use only with MZek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJTPII Quality Crlterta, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply BILINSKI 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 848553672 1512-073 A01 HIP GIRDER 2 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314.. Suite 109 Job Reference (optional) SYSTEMS PLUS LUMBER GO, ANDERSON, GA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Sep 28 14:48:26 2016 Page 2 ` ID:zyjODJZ9TSJZyXrcaQNOJhyaVW?-fAY8A7D0VLsgMM33ScIFinb(XxDL2dZK5FAQ2oyZ3np NOTES- (11) 10) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 46 Ib down and 14 Ib up at 6-0-0, 92 Ib down and 88 Ib up at 8-0-12, 92 Ib down and 88 Ib up at 10-0-12, 92 Ib down and 88 Ib up at 12-0-12, 92 Ib down and 88 Ib up at 14-0-12, 92 Ib down and 88 Ib up at 16-0-12, 92 Ib down and 88 Ib up at 18-0-0, 92 Ib down and 88 Ib up at 19-11-4, 92 Ib down and 88 Ib up at 21-11-4, 92 Ib down•and 88 Ib up at 23-11-4, 92 Ib down and 88 Ib up at 25-11-4, and 92 Ib down and 88 Ib up at 27-11-4, and 111 Ib down and 88 Ib up at 30-0-0 on top chord, and 304 Ib down and 93 Ib up at 6-0-0, 69 Ib down at 8-0-12, 69 Ib down at 10-0-12, 69 Ib down at 12-0-12, 69 Ib down at 14-0-12, 69 Ib down at 16-0-12, 69 Ib down at 18-0-0, 69 Ib down at 19-11-4, 69 Ib down at 21-11-4, 69 Ib down at 23-11-4, 69 Ib dawn at 25-11-4, and 69 Ib down at 27-11-4, and 358 Ib down and 77 Ib up at 29-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: A -D=-60, D -J=-60, J -M=-60, B -L=-20 Concentrated Loads (lb) Vert: H= -92(B) R= -54(B) U=-304(8) O=-358(8) J= -92(B) AA= -92(B) AB= -92(B) AC= -92(B) AD= -92(B) AE= -92(B) AF= -92(B) AG= -92(B) AH= -92(B) AI= -92(B) AJ= -92(B) AK= -54(B) AL= -54(B) AM= -54(B) AN= -54(B) AO= -54(B) AP= -54(B) AQ= -54(B) AR= -54(B) AS= -54(B) AT= -54(B) o Y Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev. 10/07/I015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314.. Suite 109 Citrus Hal his CA 95610 Job Truss Truss Type Qty Ply BILINSKI Plate Offsets (X,Y)— [D:0-3-0,0-2-71, [G:0-3-0 0-2-71 [1:0-3-8,0-1-11 a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall LOADING (psf) SPACING- 2-0-0 ' 848553673 1512-073 A02 HIP 2 1 TC 0.33 Vert(LL) -0.09 M >999 240 MT20 . 220/195 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional) JYJ I tMJ NLUJ LUMbt:K UU, ANL&KSUN; GA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Sep 28 14:48:27 2016 Page 1 ID:zyjODJZ9TSJZyXrcaQNOJhyaV W?-7N6W NTDeGf—hzWeFOJpUF_Q4SKZon21 UKvvzbEyZ3no 6-1-12 14-7-7 214-9 28-0-0 29-10-0 36.0.0 37-6-0 1-6-0 ' 6-1-12 1-10-0 6-7-7 6.9-3 6-7-7 1-10-4 6-1-12 1-60 5x6 = 6.00112 5x6 5- D 4x4 = E 5x6 = G 3.4 Scale: 3/16"=1' I v N M L K2x4 II 5x8 = 2x4 II 4x8 = 2x4 II 4x5 = 4x8 = 4x6 = 44 = Iq 0 N d t>1]2 14-7-7 �l61-12 21-4:9 26ao 2s•toa 3¢9_0_ 0-T=12 687 1-8-8 683 6-7-7 1-10.4 6-1-12� Plate Offsets (X,Y)— [D:0-3-0,0-2-71, [G:0-3-0 0-2-71 [1:0-3-8,0-1-11 a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 'Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.09 M >999 240 MT20 . 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.29 Vert(TL) -0.26 M-0 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 1 n/a n/a BCDL 10.0 Code ISC2012/TPI2007 Matrix -MSH Weight: 197 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins. BOT CHORD 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2X4 DF Stud/Std G 6-0-0 oc bracing: B-Q,P-Q. WEBS 1 Row at midpt E -P REACTIONS. (Ib/size) Q=1845/0-5-8, 1=1215/0-5-8 Max Harz Q=76(LC 8) Max Uplift Q=-193(LC 4), 1=-97(LC 9) Max Grav Q=1845(LC 1), 1=1252(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-148/719, C -D=-308/100, D -E=-288/100, E -F=-1752/287, F -G=-1734/229, G -H=-1966/245, H -I=-2181/224 BOT CHORD B -Q=-579/210, P -Q=-579/138, O -P=-227/1752, M -O=-248/2239, L -M=-248/2239, K -L= -133/1889,1-K=-133/1889 WEBS E -P=-1765/268, E-0=0/503, F -O=-633/75, F -M=0/272; F -L=-586/171, G -L=-15/610, C -Q=-1572/160, C -P= -142/1196,H -L=-275/133 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide �pFESS/� will fit between the bottom chord and any other members. �QQ 6) A plate rating reduction of 20% has been applied for the green lumber members. 1E0,00 7) Provide mechanical connection (by others) of truss to bearing plate Capable of wilhstanding 193 Ib uplift at joint Q and 97 Ib uplift at � DOs joint 1• 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. O C 154.35 C U&' * EXP. 03/31/2018 OF CHL September 29,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with mTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSR -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply BILINSKI TCLL 20.0 Plate Grip DOL 1.15 TC 0.55. Vert(LL) -0.07 K -L >999 240 R48553674 1512-073 A03 HIP- 2 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(TL) 0.05 H n/a n/a Job Reference_(optional) SYSTEMS PLUS LUMBER GO, ANDERSON, GA . 8.010 S Apr 20 2015 MiTek Industries, Inc. Wed Sep 28 14:48:28 2016 Page 1 ID:zyjODJZ9TSJZyXrcaQNOJhyaV W?-bZguapEG l z6YbgDRa l KjoCzCrkv4W WedZZf W7gyZ3nn -1-6-0 6-1-12 r 100 18-0-0 26-0-0 -812 60-0 11760035-3 1-61-6-0 6-1-12 3-10 8-0-0 8-0-0 482 -4 Scale: 3/16'=1' 5x6 = D 3x8 = E 5x6 = F u r" L R J 4x6 = 2x4 II 4x10 = 4x8 = 2x4 II 400 = 2x4 11 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.55. Vert(LL) -0.07 K -L >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) ' -0.22 K -L >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(TL) 0.05 H n/a n/a BCDL 10.0 Code IBC2012frPI2007 Matrix -MSH Weight: 196 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr G - TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins. BOT CHORD 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G WEBS 1 Row at midpt E -N, E -K REACTIONS. (Ib/size) 0=1845/0-5-8, H=1215/0-5-8 , Max Horz 0=92(LC 8) Max Uplift 0=-139(LC 4), H=-117(LC 9) Max Grav 0=1845(LC 1), H=1244(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-148/743, C -D=-683/122, D -E=-607/126, E -F=-1558/188, F -G=-1795/192, G -H=-2160/164 BOT CHORD B -O=-600/209, N -O=-600/154, L -N=-158/1698, K -L=-158/1698, J -K=-80/1871, H -J=-80/1871 WEBS C -O=-1651/157, C -N=-125/1348, E -N=-1330/198, E -L=0/348, E -K=-258/134, F -K=0/466, G -K=-390/144 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of wi'hstanding 139 Ib uplift at joint 0 and 117 Ib uplift at joint H. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 9?GESS/py 1E00 i „C4 W C 754.35 �C m W :)o L * EXP. 03/31/2018 pFCla�-1Fv`- , September 29,2016 AWARNING - Verl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/1015 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSI/TPII Quality Criteria, DSO -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 _ Job Truss Truss Type Qty Ply BILINSKI 29 8-12 36-0-0 6-1-12 5-10-4 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 6-0-0 R48553675 1512-073 A04 Hip 2 1 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. LOADING (pso SPACING- 2-0-0 Job Reference (optional) SYSTEMS PLUS LUMBER GO, ANDERSON, GA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Sep 28 14:48:29 2016 Page 1 ID:zyjODJZ9TSJZyXrcaQNOJhyaV W?-31EGo9FuoGEPDpoe8kryKPVQi8FfFzWnnCO4f6yZ3nm 1-6-0 6-3-4 12-0-0 18-0-0 24-0-0 29-8-12 36-0-0 37-6-0 ' 1-6-0 6-3-4 5-8-12 6-0-0 6-0-0 5-8-12 6.3-4 1-6-0 Scale: 3/16'=1' C1 vt/ 0 5x6 = 3x8 = 5x6 = 14 l n J 4x6 = 2x4 II 4x10 = 4x6 = 2x4 II 4x10 = 2x4 II 4x6 = 6-1-12 12-0-0 18-0.0 24-0-0 29 8-12 36-0-0 6-1-12 5-10-4 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 6-0-0 6-0-0 is always required for stability and to prevent collapse with possible personal injury and propery damage. For general guidance regarding the 5-8-12 Plate Offsets (X,Y)— [B:0-3-4,0-1-1j�[H:0-3-4,0-1-1) fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI'.1 quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.05 K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.26 Vert(TL) -0.17 K -L >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.04 H n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH Weight: 202 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins.' BOT CHORD 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G WEBS 1 Row at midpt E -N, E -K REACTIONS. (Ib/size) 0=1845/0-5-8, H=1215/0-5-8 Max Horz 0=108(LC 8) Max Uplift 0=-161 (LC 8), H=-135(LC 9) Max Grav 0=1845(LC 1), H=1231(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-146/726, C -D=-839/107, D -E=-728/115, E -F=-1362/156, F -G=-1607/138, G -H=-2149/182 BOT CHORD B -O=-577/203, N -O=-577/170, L -N=-65/1335, K -L=-65/1335, J -K=-66/1869, H -J=-66/1869 WEBS C -O=-1646/213, C -N=-98/1402, E -N=-857/130, E -L=0/273, F -K=0/405, G -K=-567/176, G -J=0/263 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. OQ�QrES$fON'9 6) A plate rating reduction of 20% has been applied for the green lumber members. I 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 Ib uplift at joint O and 135 Ib uplift at Q� ' O ' EODO < joint H. � �Q' LR i1- 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. C 75435 UlJ LU 01- 75435 * Of - EX. 03/31/2018 OF CHS. September 29,2016 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473re, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal injury and propery damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI'.1 quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Helcilits. CA 95610 Job , -� Truss Truss Type, .F ; Qty Ply , . BILINSKI R48553676 1512-073 1 A05 Hip' n> _ 2 L 1 ' Job Reference optional) SYSTEMS PLUS LUMBER CO, " ANDERSON, CA • 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Sep 28 14:48:30 2016 Page 1 �. ID:zyjODJZ9TSJZyXrcaQNOJhyaVW?-Xyoe?VGWYaMGgzNghSMBtd2cSYbb_QzwOs8dBZyZ3nl 1-6-0, 6-1-12 10-0-14 14.0-0 18-0-0 22-0-0 26-5-13 30-11-11 - 36-0-0 137.6-0 1$-0 ,'• 6-1-12 3-11-2 3-11-2 4.0-0 4-0-0 4-5.13 4.5-13 5-0-5 1-6-0 • t •'.y ,r• `.» ' _ , .. �>; ' ., ' • , - Scale: 3/16._1, k S ' 5x6 = , ~ - 3 _ 5x6 x4 - - •�. , _ 3x6 i 4 1 4 6;00 12 3x4 • - ` 2x4 II D H r T 2x4 II ''-• r ` qIA B ;,. J K Iq P U V. O. .N W - X M Y Z L s 4x5 = '; , 4x4= 1 4x8 + 4x8 = .. ' { 4x8 = . - , + 4x4 = 4x61= 6-1-12 - • 14-0-0 22-0-0 30-11-11 36-0.0 6-1-12 7-10-4 8-0-0 8-11-11 5-0-5 Plate Offsets (X,Y)— (E:0-3-0,0-2-71,IG:0-3-0,0-2-71 [J:0-3-8,0-1-11 LOADING (pso .. SPACING- 2-0-0 CSC DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC • 0.29 Vert(LL) -0.06 .M -O >999 240 MT20 ''r 220_/195 TCDL 10.0. Lumber DOL 1.15 BC 0.28 Vert(TL) -0.18 M-0 . >999 180 r BCLL 0.0'' Rep Stress Incr YES WB' 0.61 Horz(TL) 0.04 • J n/a n/a til . BCDL 10.0 Code IBC2012rrP12007 „ Matrix -MSH " Weight: 212 Ib FT = 20% - LUMBER- r F * BRACING- , TOP CHORD 2X4 DF No.1 &Bir G TOP CHORD ' Structural wood sheathing directly applied or 4-3-12 oc purlins. BOT CHORD , 2X6 DF SSG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: .. WEBS 2X4 DF Stud/Std G ' 6-0-0 oc bracing: B -P., WEB_ S y 1 Row at midpt D -P REACTIONS. (Ib/size) P=1845/0 -5-8,J=1215/0-5-8 Max Horz P=-124(LC 9) • ;Max Uplift P=-183(LC 8), J=-150(LC 9) ' FORCES. (lb) -Max. Comp./Max. Ten. All forces 250 (Ib)*or less except when shown. y r. • TOP CHORD B -C=-161/737, C -D=-63/703, D -E=-929/104, E -F=_793/104, F -G=-1164/172, G -H=-1363/161, H -I= -2076/284,1-J=-2099/198 BOT CHORD B -P 591/221, O -P=-15/523, M-0=0/1053, L -M=-11/1494, J -L=-7@/1815 WEBS C -P=-312/167, D -P=-1682/97, D -O=-26/546, E-0=-8/259, G -M=0/373, H -M=-479/181,: ,,H -L= -109/554,1 -L= -266/152,F -O=-539/114 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. r "" 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1:33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. '4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide - will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 1 OESS/o 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib uplift at joint P and 150 Ib uplift at joint J. ?�' O IEOp0 !n 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. W o� C 75435 �, ' 'r rrw crn N EXP. 03/31/2018 September 29,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek@ connectors. This design is based only upon parameters sl -own, and is for an individual building component, not ant, a truss system. Before use. the building designer must verify the applicability of design parome-ers and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' ' is always required for stability and to prevent collapse with possible personal injury and propery damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _ Suite 109 Citrus Heights CA 95610 r Job Truss Truss Type Qty Ply BILINSKI I/defl L/d TCLL 20.0 Plate Grip DOL 1.15 R48553677 1512-073 A06 Hip 2 1 Lumber DOL 1.15 BC 0.27 Vert(TL) -0.17 L >999 Job Reference o lional SY51 1--105 FLUS LUMULK GU, ANULKSUN, GA _ 8.010 S Apr 20 2016 MiTek Industries, Inc. Wed Sep 28 14:48:30 2016 Page 1 I D:zyjODJZ9TSJZyXrcaQNOJhyaV W?-Xyoe?VG WYaMGgzNghSM Btd2cSYbk_Qyw058dBZyZ3nl 1-6-0, 8-3-4 11-0-0 16-0-0 20-0-0 25-0-0 27-8-12 36-0-0 37-6-0 1 1-6-0 8-3-4 2-8-12 5-0-0 4-0-0 5-0-0 2-8-12 8-3-4 1-6-0 5x6 = 6x6 = Scale: 3/16-=1' F U M L K 4x5 = 2x4 II 46 = 4x8 = 4x8 = 4x4 = 4x4 = 2x4 II 4x6 = 6-1-12 11-0-0 16.0-0 20-0-0 25-0-0 27-8-12 36-0-0 S 1-12 - 4-10-4 5-0-0 4-0-0 5-0-0 2.8-12 8-3-4 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.05 L >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(TL) -0.17 L >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.04 1 n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH LUMBER- BRACING - TOP CHORD 2X4 DF No.t&Btr G TOP CHORD BOT CHORD 2X6 DF SS G BOT CHORD WEBS 2X4 DF Stud/Std G WEBS REACTIONS. (Ib/size) Q=1845/0-5-8, 1=1215/0-5-8 Max Horz Q=-140(LC 9) Max Uplift Q=-201(LC 8), 1=-162(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-151/736, C -D=-715/101, D -E=-989/158, E -F=-822/154, F -G=-1177/186, G -H=-1623/211, H -I=-2103/237 BOT CHORD B -Q=-591/211, P -Q=-591/193, O -P=0/632, M-0=0/983, L -M=0/1394, K -L=-111/1823, I -K=-111 /1823 WEBS C -Q=-1633/241, F -O=-384/89, F -M=-78/561, H -K=0/258, G -L=-10/390, G -M=-602/176, H -L=-506/139; D -P=-690/103, C -P=-67/1376, D-0=47/369 PLATES GRIP MT20 220/195 Weight: 222 Ib FT = 20% Structural wood sheathing directly applied or 44-10 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: B-Q,P-Q. 1 Row at midpt F -O NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. OQ,?nQFfESS6 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 Ib uplift at joint Q and 162 Ib uplift at Q I EOpO joint I. � IR S9 �C 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. WW C 75435 NC m E�X. P=1/2018 �FOF September 29,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473rev. 10/03/2015 BEFORE USE. -- • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or cho'd members only. Additional temporary and permanent bracing MITek� is always required for stabirity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hel hts. CA 95610 Job Truss " Truss Type Qty Ply BILINSKI 6-1-12 6-0-7 11-7-11 R48553678 1512-073 A07 Common 8 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Sep 28 14:48:31 2016 Page 1 ID:zyjODJZ9TSJZyXrcaQNOJhyaVW?-08M1 DgG9JuU7S7xOF9tQPgamUywijsb4FWtBk?yZ3nk 1-6-0 6-4-5 12-2-3 18-0-G 23-9-13 29-7-11 36-0-0 37-6-0 1-6-0 6-4-5 5-9-13 5-9-13 5-9-13 5-9-13 6-4-5 1-6-0 Scale: 3/16"=1' 5x6 = 6.00 12 v ry m L 4X6 = 2X4 II 8X12 = 8X12 = 2X4 II 4x6 = Iq 0 6-1-12 - 12-2-3 23-9-13 29-7-11 36-0-0 6-1-12 6-0-7 11-7-11 5-9-13 6-4-5 Plate Offsets (X,Y)— [B:0-3-4 0-1-11�[J:0-3-4,0-1-11 [M:0-6-0,0-4-8lJN:0-6-0,0-4-61 WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.16 M -N >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.43 M -N >828 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.03 J n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 204 Ib , FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-5 oc purlins. BOT CHORD 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G WEBS 1 Row at midpt F -N REACTIONS. (Ib/size) 0=1845/0-5-8, J=1215/0-5-8 Max Horz 0=-157(LC 9) Max Uplift 0=-217(LC 8), J=-171(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-142/745, C -E=-931/121, E -F=-943/197, F -G=-1609/343, G -I=-1596/205, I -J=-2098/267 BOT CHORD B -O=-595/201, N -O=-595/201, M -N=0/836, L -M=-139/1822, J -L=-139/1822 WEBS C -O=-1682/245, C -N=-51/1462, E -N=-385/226, F -M=-219/1028, G -M=-388/226, I -M=-538/185 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 Ib uplift atjoint O and 171 Ib uplift at QQ 0ESS/� joint J. �y,9 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 4 i E0,D0s�1F2 W w C 75435 NC m Iz ;U EXP, 03/31/2018 * i September 29,2016 i A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with Mirek® connectors. This design is based only upon parameters shcwn, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated. is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery: erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VT 22314. Suite 109 Citrus Hei hts. CA 95610 Job Truss Truss Type Qty Ply BILINSKI 8-4.5 3-11-9 Plate Offsets (X Y)— - [B:0-2-5,0-0-91 building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing R48553679 1512-073 ` H01 DIAGONAL HIP GIRDER 4 1 CSL DEFL. ins (loc) I/den Lid Job Reference (optional) 5Y5I I -MS PLUS LUMBtK UU, . - ANDEKSUN, GA 1 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Sep 28 14:48:32 2016 Page 1 ID:zyjODJZ9TSJZyXrcaQNOJhyaV W?-UKvPQAHn4Bc_4H W OptOfy27xoLICSRLDTAdkGRyZ3nj -2-8-0 44-12 84-5 2-8-0 i 4-4-12 3-11-9 % 2x4 I I Scale = 1:22.1 v} D A LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD BOT CHORD 2X4 DF No.1 &Btr G - WEBS 2X4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) B=525/0-5-8, E=332/Mechanical Max Harz B=140(LC 7) Max Uplift B=-169(LC 4), E=-64(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-533/56 - BOT CHORD B -F=-88/454, E -F=-88/454 WEBS C -E=-492/102 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1:33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 Ib uplift at joint B and 64 Ib uplift at joint E. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support ccncentrated load(s) 60 Ib down and 13 Ib up at 2-9-8, 60 Ib down and 13 Ib up at 2-9-8, and 36 Ib down and 54 Ib up at 5-7-7, and 36 Ib down and 54 Ib up at 5-7-7 on top chord, and 9 Ib down and 3 Ib up at 2-9-8, 9 Ib down and 3 Ib up at 2-9-8, and 23 Ib down at 5-7-7, and 23 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASES) Standard A 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: A -D=-60, E -G=-20 Concentrated Loads (lb) Vert: K= -15(F=-8, B=-8) L=6(F=3, B=3) M= -31(F=-16, B=-16) T EOp�s�F�\ LIJ w C 7 435 c:r EXP, 03/3112018 —� OF September 29,2016 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. 44-12 4-4-12 Design valid for use only with M1ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• 8-4.5 3-11-9 Plate Offsets (X Y)— - [B:0-2-5,0-0-91 building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing iw iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the LOADING (pso SPACING- 2-0-0 CSL DEFL. ins (loc) I/den Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.02 F -I >999 240 MT20 220/195 TCDL., 10.0 Lumber DOL 1.15 BC 0.14 Vert(TL) -0.03 E -F >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 E n/a n/a BCDL ' 10.0 Code IBC2012rTP12007 Matrix -MSH Weight: 38 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD BOT CHORD 2X4 DF No.1 &Btr G - WEBS 2X4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) B=525/0-5-8, E=332/Mechanical Max Harz B=140(LC 7) Max Uplift B=-169(LC 4), E=-64(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-533/56 - BOT CHORD B -F=-88/454, E -F=-88/454 WEBS C -E=-492/102 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1:33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 Ib uplift at joint B and 64 Ib uplift at joint E. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support ccncentrated load(s) 60 Ib down and 13 Ib up at 2-9-8, 60 Ib down and 13 Ib up at 2-9-8, and 36 Ib down and 54 Ib up at 5-7-7, and 36 Ib down and 54 Ib up at 5-7-7 on top chord, and 9 Ib down and 3 Ib up at 2-9-8, 9 Ib down and 3 Ib up at 2-9-8, and 23 Ib down at 5-7-7, and 23 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASES) Standard A 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: A -D=-60, E -G=-20 Concentrated Loads (lb) Vert: K= -15(F=-8, B=-8) L=6(F=3, B=3) M= -31(F=-16, B=-16) T EOp�s�F�\ LIJ w C 7 435 c:r EXP, 03/3112018 —� OF September 29,2016 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M1ek® 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 iw iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus He[ his CA 95610 Job Truss Truss Type Qty I Ply BILINSKI I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 R48553680 1512-073 J01 JACK -OPEN 8 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC: 0.01 Vert(TL) -0.00 Job Reference (optional) SYS 1 tM5 FLUS LUMBtIt LV, ANVtKSVN, VA B.U1U S Apr ZO ZU16 Mt I ax Industries, Inc. Wed Sep "ZB 14:48:32 2016 Nage 1 ID:zyjODJZ9TSJZyXrcaQNOJhyaVW?-UKvPQAHn4Bc 4HWDptOfy277yLKGSTwDTAdkGRyZ3nj -1-6-0 1-10-15 1-6-0 1-10-15 A i Scale = 1:10.5 LOADING (psf) SPACING- 2-0-0 CSI. - DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.00 G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC: 0.01 Vert(TL) -0.00 G >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 8 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOPCHORD Structural wood sheathing directly applied or 1-10-15 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) C=31/Mechanical, B=202/0-5-8, D=9/Mechanical Max Harz B=59(LC 8) Max Uplift C=-16(LC 8), B=-49(LC 8) Max Grav C=31 (LC 1), B=202(LC 1), D=28(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 Ib uplift at joint C and 49 Ib uplift at joint B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pFESS/p�,V� l EOpo �s�F�c r LU � C 754.35 C: rn * EXP, 03/31/2018 • - TF pF CHi.1F�� September 29,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek& connectors. This design is based only upon parameters shown, and is For on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply BILINSKI TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.01 D -G >999 240 R48553681 1512-073 J02 JACK -OPEN 8 1 7777 Greenback Lane BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a Job Reference Lptional OTO I CMJ t LUJ LUMCCK UU, ANUtKJUN, GA 8.U1U S Apr ZU ZU16 Mi I ek Industries, Inc. Wed Sep 28 14:48:33 2016 Pagel ID:zyjODJZ9TSJZyXrcaQNOJhyaV W 7-yXTne W IPrVkrhR5PNawuVFgAVIfOBvAMigMHouyZ3ni �I 0 A 1-6-0 3-10-15 3x4 = Io Scale = 1:15.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.01 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.02 D -G >999 180 7777 Greenback Lane BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a Citrus Nei hts. CA 95610 BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) C=93/Mechanical, B=261/0-5-8, D=44/Mechanical Max Horz B=96(LC 8) Max Uplift C=-48(LC 8), B=-45(LC 8) Max Grav C=93(LC 1), B=261(LC 1), D=68(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vu It= 11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 Ib uplift at joint C and 45 Ib uplift at joint B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q?'0E'ES$/6 C-D��P�Q i EOpOs�F�c C'DW w C 754.35 0 n EXP. 03131/2018 OF September 29,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 ray. 10/07/2015 BEFORE USE. -- Design valid for use only with M1ekO connectors. This design is based only upon parameters shown, and is for on 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 iwiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Nei hts. CA 95610 Job Truss Truss Type Qty Ply BILINSKI TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 OF No.1&Btr G except end verticals. a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. R48553682 1512-073 J03 Jack -Open Supported Gable 2 1 Max Uplift All uplift 100 Ib or less at joints) F, B, G, H Max Grav All reactions 250 Ib or less at joints) F, B, G, H FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Reference optional OTO I CMJ YLUJ LUMtlCK L:V, ANUtK.IVN, L:A d.UIU S Apr LU;eUl6 MI I eK Inrlustnes, Inc. Wed Sep 213 14:48:33 ZU16 Page 1 ID:zyjODJZ9TSJZyXrcaQNOJhyaV W?-yXTneW IPrVkrhR5PNawuVFg901gABvi MigMHouyZ3ni A 1-6-0 6-0-0 2x4 11 E Scale = 1:21.8 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.14 BC 0.03 WB 0.03 Matrix -SH DEFL. in (loc) I/dell L/d Vert(LL) 0.00 A n/r 120 Vert(TL) -0.01 A n/r 120 Horz(TL) -0.00 F n/a n/a PLATES GRIP MT20 220/195 Weight: 28 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 OF No.1&Btr G except end verticals. a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 6-0-0. (lb) - Max Horz B=125(LC 5) always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Max Uplift All uplift 100 Ib or less at joints) F, B, G, H Max Grav All reactions 250 Ib or less at joints) F, B, G, H FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. NOTES- (9) Suite 109 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 1-0-0 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) F, B, G, H. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �F'ESS/ONq T EOOOF �� s�yGI W LU C 754.35 c m * EXP. 03/3112018 r OF rPAL-W September 29,2016 A& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. �o Design valid for use only with M1ek® connectors. This design is based only upon parameters shown, and is for on individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is 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 ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply BILINSKI (loc) I/deFl L/d PLATES GRIP TCLL 20.0 R48553683 1512-073 J04 JACK -OPEN 24 1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Job Referenceoptional LiYS I tMS PLUS LUMIdt:K UU, ANUtIiSUN, UA A 6.U1U S Apr 20 2U18 Mi I eK Industries, Inc. Wed Sep 28 14:46:34 2016 Pagel ID:zyjODJZ9TSJZyXrcaQNOJhyaV W?-Qj 19rsJ 1 cpsiJbgbwHR71 TCl_9zLwMQWxU6rKKyZ3nh I 6-0-0 6-0-0 Scale = 1:20.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deFl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.04 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.15 D -G >478 180 BCLL 0.0 Rep Stress Incr YES WB '0.00 Horz(TL) 0.00 B n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -MSH Weight: 20 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) C=152/Mechanical, B=339/0-5-8, D=74/Mechanical Max Horz B=135(LC 8) ` Max Uplift C=-79(LC 8), B=-46(LC 8) Max Grav C=152(LC 1), BF339(LC 1), D=109(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Op?,CFESS/ pyq I EO pOs�l��c Q C 75435 `�� M * EXP. 03/31/2018 { September 29,2016 AWARNING - Verl(y design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 ' Citrus Heights, CA 95610 Jab Truss Truss Type Qty Ply BILINSKI building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW ` LOADING (psf) R48553684 1512-073 LAY01 GABLE 4 1 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.67 Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Sep 28 14:48:34 2016 Page 1 ID:zyjODJZ9TSJZyXrcaQNOJhyaV W?-Qj 19rsJ 1 cpsiJbgbwHR71TCCQ90gwMkWxU6rKKyZ3nh 5-11-5 5-11-5 F Scale = 1:36.1 - -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not K J 1- H G 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 LOADING (psf) SPACING- 2-0-0 CSI. - DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL)' n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 G n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH — Weight: 46 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins, BOT CHORD 2X4 DF No.2 G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 5-11-5 (Ib) -, Max Hoa A=222(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) A, G, H, J, I, K ' Max Grav All reactions 250 Ib or less at joint(s) A, G, H, J, 1, K FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, G, H, J, I, K. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q?,pFESS/py i EOpOs�lF2 w W C 75435 c m X X �*\ Exp.0 8 A September 29,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/I015 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 - Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply BILINSKI Plate Grip DOL 1.15 TC 0.45 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 R48553685 1512-073 LAY02 GABLE 4 1 WB 0.10 Horz(TL) -0.00 1 n/a n/a 7777 Greenback Lane BCDL 10.0 Code IBC2012fTP12007 Matrix -SH Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Sep 28 14:48:35 2016 Page 1 ID:zyjODJZ9TSJZyXrcaQNOJhyaV W?-uvbX3CJfN6?YxkFnU?yMaglRhZLIfoBfA8rOtmyZ3ng 6-0-13 11-11-5 6-0-13 5-10-8 6xE // D E F G H' 3x4 // O N M L K J 13x4 II 11-11.5 Scale = 1:37.2 LOADING (psf) _ SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL) n/a We 999 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 1 n/a n/a 7777 Greenback Lane BCDL 10.0 Code IBC2012fTP12007 Matrix -SH Weight: 85 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.2 G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the REACTIONS. All bearings 11-11-5. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component (lb) - Max Horz A=237(LC 7) 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexoncrio, VA 22314. Max Uplift All uplift 100 Ib or less at joint(s) A, I, J, M, K, L except 0=-120(LC 8), N=-133(LC 8) Suite 109 Max Grav All reactions 250 Ib or less at joints) A, I, J, M, K, L, O, N Citrus Heights, CA 95610 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-261/178 NOTES. (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 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) A, I, J. M, K, L y,0F'ES S/� except (jt=1b) 0=120, N=133. QQ y,9� 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �� QQ 3 EODCO os�Fy ww C754.35cm OF September 29,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 raw. 1010312015 BEFORE USE. .Design valid for use ontywith MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not Wit a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss.web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexoncrio, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type _ Qty Ply BILINSKI TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 A >999 240 R48553686 1512-073 W01 Rafter 4 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B n/a n/a Job Reference (optional) SYSTEMS PLUS LUMBER GV, ANDERSON, GA b.UIU 5 Apr ZU ZU1b MI I eK InauStneS, InC. Wed Sep Z6 14A5:3b ZUIb rage 1 I D:zyjODJZ9TSJZyXrcaQNOJhyaV W?-M59wGYKH8Q7PYuq_2iTb6u li4ziOOGwpOobyPCyZ3nf 1-6-7 1-6-7 Scale = 1:8.3 B 1-6-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 A >999 240 building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing TCDL 10.0 Lumber DOL 1.15. BC 0.00 Vert(TL) -0.00 A >999 180 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B n/a n/a BCDL 10.0 Code IBC2012(TP12007 Matrix -MSH Weight: 3 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-6-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=44/0-3-8, B=44/0-3-8 Max Horz A=28(LC 8) Max Uplift A=-12(LC 8), B=-26(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) ` 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 1-0-0 wide will fit between the bottom chord and any other members. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) A, B. 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) A, B. 6) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q?,pr ESS/pN F co LU C 75435 c m Df t * EXP. 03/3112018 ' CAL1r"- September 29,2016 ® WARNING - Verl%y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M[Tea 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 MITek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexondrio, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type - Qty Ply BILINSKI �• a truss system. Before use, the building designer must verity the applicability of design parometers and properly incorporate this design into the overall R48553687 1512-073 W02 Rafter 4 1 fabrication. storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Job Reference (otional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 1 ' N A cn 0 6.010 S Apr 20 ZU1b Mi f ek Industries, Inc. Wed Sep 25 14:46:36 21.11b rage 1 ID:zyjODJZ9TSJZyXrcaQNOJhyaV W?-M59wGYKH8Q7PYuq_2iTb6u li4ziOOGwpOobyPCyZ3nf 1-6-7 T 1.6-7 •. Scale = 1:8.3 B LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 A >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(TL) -0.00 A >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Weight: 3 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-6-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=44/0-3-8, B=44/0-3-8 Max Hort A=28(LC 8) Max Uplift A=-12(LC 8), B=-26(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) ' 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 1-0-0 wide will fit between the bottom chord and any other members. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B. 5) Beveled plate or shim required to provide full bearing surface with truss chord al joint(s) A, B. 6) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. • �����0 I EOpOs�l Fy\ W W C 754.35 Nc m * EXP. 03131/2018 September 29,2016 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verity the applicability of design parometers and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1512-073 Fax 916/676-1909 BILINSKI 4 v . The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R48553672 thru R48553687 My license renewal date for the state of California is Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. i• ���ti ¢� T EOpOs �F�c • UJ W� C 75435 �`0 EXP. 03131/2018 C1v41 September 29,2016 Eduard, Teodosescu 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. SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET. APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B 1 SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MIUSAC51 & MIUSAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B 1 SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE V 0 00 O 00 a MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 Bay size shall be measured in between the centers of pairs of diagonals. TYPE MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE C D 10'-0" 1610 1886 1886 2829 3143 3143 4715 = ' 2358 2358 3536 1886 1886 2829 A 12'-0" 1342 1572 7572 2358 4715 7074 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 1768 18'-0" 894 1048 1048 15723143 4715 20'-0" 805 943 943 1414 Bay size shall be measured in between the centers of pairs of diagonals. TYPE BRACING MATERIALS GENERAL NOTES 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A OUALIFIED 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 (0.131.4.5-) FOR 1x4 BRACES, 2-10d (0.131.23') FOR 2X0 and 20 BRACES, AND 3-10d (0.131-)0-) FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.8d (0.131-X2.5-) NAILS FOR 1x4 LATERAL BRACES, B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 2-10d (0.131-)G-) NAILS FOR 2X0 and 2x4 LATERAL BRACES, AND 3-10d (0.131-)G-) FOR 24 LATERAL BRACES. 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. w .sbdnduslryzom and ww I inst.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABULATED VALUES ARE BASED ON A DOL. = 1.15 FOR STABILIZERS: FOR A SPACING OF 24" O.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 PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER- TRI ICC RRAf IN(: INCTAI 1 ATI()N (:I 11(1F amn Ponni I(`T CPPr WlrATI(1N TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) March 4, 2013 T -BRACE / I -BRACE DETAIL ST - T -BRACE 0 00 a MiTek USA, Inc. Note: T -Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T -Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T -Brace size Nail SizeNail Spacing 1x4 or 1x6 10d 8" o.c. 2x4 or 2x6 or 2x8 16d 8" o.c. r Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) i Nails Nails Nails Web I -Brace Nails/ MiTek USA, Inc. Page 1 of 1 T -Brace / I:Brace must be same species and grade (or better) as web member. (") NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 Xbracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T-Brace/I Brace, Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 (") T -Brace 1 x4 (') I -Brace 2x6 1 x6 (`) T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x81 -Brace V Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace 2x6 2x6 T -Brace 2x61 -Brace 2x8 2x8 T -Brace 2x8 I -Brace T -Brace / I:Brace must be same species and grade (or better) as web member. (") NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 Xbracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T-Brace/I Brace, i JANUARY 1, 2009 �n00 Ufl� 0 00 _a MiTek USA, Inc.. Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d 8" o.c. 2z4, 6, or 8 16d 8" o.c. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) I WE Nails L -BRACE DETAIL ST - L -BRACE MiTek 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 1 x4 *** 2x6 1x6 *** 2x8 2x8 *** DIRECT SUBSTITUTION NOT APLICABLE. L -Brace Size for Two -Ply Truss Specified Continuous " Rows of Lateral Bracing Web L -Brace must be same species grade (or better) as web member. Web Size 1 2 2x3 or 2x4 2x4 *** 2x6 2x6 *** 2x8 2x8 *** DIRECT SUBSTITUTION NOT APLICABLE JANUARY 1, 2009 SCAB -BRACE DETAIL ST - SCAB -BRACE MiTek USA, Inc. Page 1 of 1 Note: Scab -Bracing to be used when continuous 0 00 lateral bracing at midpoint (or T -Brace) is n impractical. L_J Scab must cover full length of web +/ 6". MiTek USA, 16c. THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. 1 MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM WEB SIZE SCAB BRACE MINIMUM WEB GRADE OF #3 • Nails / Section Detail E Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. • r , DETAIL FOR COMMON AND END JACKS MII/SAC - 8 -40PSF 3/30/2004 PAGE 1 MAX LOADING (psi) SI'AGINU 2.0-0 BRACING MiTek Industries, Inc. TCLL 40.0 . Plates Increase 1.15 Western Division TCDL 14.0 Lumber Increase 1.1s TOP CHORD Sheathed. BOLL 0.0 Rep Stressincr YES BOT CHORD Rigid ceiling directly applied. BCDL 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF 145OF 1.3E LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF 1450F 1.3E AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE /I W/ (131"X3.0" MIN) NAILS @ 3" O.C. 2 ROWS NOTE: ` TOP CHORD PITCH: 3/128/12 BOTTOM CHORD PITCH: 0/12-4/12 -PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. i SUPPORT AND CONNECT ON BY OTHERS OR 2-16d COMMON WIRE (0.162 -DIA. X 3.5-) LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @,4'-0' O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162 -DIA. X 3.5- LGT) TOE NAILS 3x4 - CONN. W216d COMMON WIRE (0 76T'DIA. X 3.5" LGT) TOE NAILS 6-0.0 r 6.0.0 EXT. 2-0.0 4-0-0 - ( 2.0-0 EXT. EXT. 2-0-0 a( EXT. 2-D-0 CONN. W1316d COMMON WIRE (0.162"DIA. X 3.5" LOT) TOE NAILS 'N BOTTOM CHORD LENGTH MAY BE 2'-0- Lz" \ 3X4 = OR A BEARING BLOCK. CONN. W12 16d COMMON WIRE(0.162"DA X 3.5') LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR 2-0-08-0-0 PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT.ON i SEP 0 € 2015 lgn paranielers and READ NOTES ohr virs AND nvcLODED MITER; REFERENCE PAGE � 7473 BEFORE USE. ® ­­­­ • verity des Design valid for use only with Mlfek conneclors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not Iruss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibBBly of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quagty conlroi. storage, delivery, erection and bracing, consult ANSI/1PI7 Quality Criteria, DSB-89 and SCSII Building Component Safety Infannallon available from Truss Plate Institute. 583 D'Onofdo Drive, Madlsom WI53719. NO. C76428 D(P. 12-31-16 �OF CAI' 7777 Greenback Lane r_mmo® Suite 109 Citrus Heights, CA,15811 M�A� a Fe k, Symbols .Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION ' 3 " Center plate on joint unless x, y -►i /4 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property i�- offsets are indicated. (Drawings not to scale) Injury Damage or Personal In J 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. diagonal orx-bracing, is always required. See SCSI. TOP CHORDS U - /t C1-2 C2-3 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 6'.4 wide spacing, 0 WEBS cz4 may require bracing, or alternative Tor I a 2 y p bracing should be considered. Ub O 3. Never exceed the design loading shown and never u U stack materials on inadequately braced trusses. EL CL 4. Provide copies of this truss design to the building c7 s cb-� cs a For 4 x 2 orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0-'n6' from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from 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 use with fire retardant, preservative treated, or green lumber. ICC-ES Reports. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-131 1, ESR-1352, ESR 1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing 10 spacing, section 6.3 These truss designs rel on lumber values 9 Y th is or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek@ All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for Crushing only. _ _ 18. or treated lumber may Use of green y pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. ® is not sufficient. BCSI: BuildingComponent SafetyInformation, 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 GREGORY A. PEITZ ARCHITECT 383 Rio Lindo Ave. Chico, CA. 95926 (530) 894-5719 m Structural Calculations for: BUTTE COUNW SEP 3'0 2016' DEVEWNAIM SERVICES PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES 11CO,Dj E C�WMPLIA®NCE DATE 4 1 . G( L BY[2,Lk _ JAStructuraMesign Data - Residential.doc .5 "' DESIGN DATA Code used: 2013 California Building Code • _ Floor loading: Live loads: Uninhabitable attics w/o storage: 10psf Uninhabitable attics w/ limited storage: 20psf Habitable attics and sleeping areas: 30psf All others except balconies and decks: 40psf ! Dead load -101bs/square foot Roof loading: Live loads: 20lbs/SF • Dead loads: Typical roof -14 lbs/SF . Comp roof Wind loading: Basic 3 -second gust wind speed (mph) 110 Wind importance factor, 1 1.00 Wind exposure category C Internal pressure coefficient, GCpi +/-0.18 Seismic: Seismic importance factor, 1 1.00 Mapped spectral response acceleration; Ss 0.70 Sl L 0.25 Site class D Design spectral response coefficients; SDS 0.579 SDI 0.317 Seismic"design category D Basic seismic -force -resisting system(s) ,. Bearing wall system - plywood shearwalls Seismic response coefficient(s), Cs 0.089 / Response modification factor(s), R 6.5 / Analysis procedure; Equivalent lateral force procedure } MIND ANALYSIS Simplified Envelope Procedure Per ASCE 7-10, .Chapter, 28. 1. Risk category 2 (table 1.5-1) 2. Basic wind speed: 110 mph (figure 26.5-1A) 3. Exposure: C (section 26.7) 4. Kzt = 1.0 (section 26.8) 5. = 1.21 (figure 28.6-1) 6. Roof slopes: 26.570 (6/12) 7. Mean roof height: 15 ft. PS = -, Kt POO ( eq. 28.6-1) Wind Pressures Roof internal zone: (7.80 psf) (.6) = 4.68 psf Roof end zone: (8.87 psf) (.6) = 5.33 psf [(2)(4.68psf) + (5.33psf)] / 3 = 4.90 psf average overall wind pressure Wall internal zone: (20.98 psf) (.6) = 12.59 psf Wall end zone: (28.22 psf) (.6) = 16.93 psf [(2)(12.59psf) + (16.93psf)] / 3 = 14.04 psf average overall wind pressure 3o'c' r - . LIN E`5 R = �3 WALLS= rep'. SHEARWALLS 3/8" GDX ply. w/ 8d's ,® ,12 o.c. ❑ 3 coat plaster ❑ ( ) gyp. bd. w/ AT ALL SUPPORTS, BLOCKED ANCHOR BOLTS GBG specified Y2" 0 a.b.'s @ -o.c. w/ min. (2) a.b.'s per wall is adectuate Y2" 0 anchor bolts @ O.C. WAR / RRC ❑ ❑ NONE REO'D . OVERTURNING� A .4 'R2+wa•s> . No holdown's rect'd • ❑ '0516 Ho Iddown Straps to Rim Joist be low ❑ Portal Frame w/ "Simpson ST6224 straps from 4x post to continous header. ❑ HDU2, 55TB16 @ Single pour, 55TB20 @ 2 Pour ❑ HDU4, 55TB20 ® Single pour, 55TB24 ® 2 Pour -COLLECTOR / CHORD ❑ ( ) 16d'5 per to sp I ice ❑ G516 strap sp 1 ices ❑ 5T6224 strap splices ❑ Drag Truss. - 0 LINES SHEARWALLS 0 3/8" CDXp ly. w/ 8d's ® ,12 o.c. ❑ 5 coat plaster ❑ ( ) gyp. bd. w/ ( )©( ), AT ALL SUPPORTS, BLOCKED ANCHOR BOLTS GBG specified Y2". 0 a.b.'s o 6'-0" o.c. w/ min. (2) a.b.'s per. wall is adequate ❑ Y2" ( anchor bo Its ® O.C. A35 / RBC ❑ RBC's d 0.0. A35's t. I o_.c. ❑ NONE REO V OVERTURNING El No holdown's req'd ❑ 0516 Holddown Straps to Rim Joist below ❑ Portal f=rame w/ "Simpson" 5T6224 straps from.4x post to continous header. HDU2, 55TB16 @ Single pour, SSTB20 ® 2 Pour ❑ HDU4, SSTB20 ® Single pour, 55TB24 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 16d's per top p. splice ❑ 0516 strap sp I ices ❑ ST6224 strap splices ❑ Drag Truss 0 Project' Location: PORCH BEAMS AND GARAGE DOOR HEADER Roof Beam [2015 International Building Code(2012 NDS)] 5.5 INx7.5INx12.5FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 81.1% Controlling Factor: Moment DEFLECTIONS Center Adjusted Beam Length: Live Load 0.14 IN U1043 6.25 ft from left support Dead Load 0.18 in LL = Created by combining all dead and live loads. Total Load 0.32 IN U464 Controlling Shear. -1139 lb Live Load Deflection Criteria: 11-1240 Total Load Deflection Criteria: U180 REACTIONS A_ B Tributary Width: Live Load 506 lb 506 Ib ft Dead Load 632 Ib 632 Ib , Total Load 1138 lb 1138 Ib 51.56 in3 Bearing Length 0.33 in 0.33 in 41.25 in2 BEAM DATA 75.04 in4 193.36 in4 Span Length 12.5 ft . 6445 ft -Ib Unbraced Length Top 0 ft 5844 lb Unbraced Length-Boftom 0 ft Non -Snow Roof Loaded Area: Roof Pitch 6 :12 calf Roof Duration Factor 1.25 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 1200 psi FV = 1500 psi Cd -1.25 CF=1.00 Shear Stress: Fv = 170 psi Fv' = 213 psi Cd --1.25 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc - -L= 625 psi Controlling Moment: 3558 ft4b Adjusted Beam Length: Ladj = 6.25 ft from left support Roof Live Load: LL = Created by combining all dead and live loads. psf Controlling Shear. -1139 lb DL = 20 At support Tributary Width: TW = Created by combining all dead and rive loads. ft Comparisons with required sections: Read Provided Section Modulus: 28.47 in3 51.56 in3 Area (Shear): 8.04 in2 41.25 in2 Moment of Inertia (deflection):. 75.04 in4 193.36 in4 Moment: 3558 ft -Ib 6445 ft -Ib Shear. -1139 Ib 5844 lb Gregory A Peitz, Architect page StruCalc Version 9.0.2.5 9/28/2016 10:18:47 PM Side One: Adjusted Beam Length: Ladj = 12.5 Roof Live Load: LL = 18 psf Roof Dead Load: DL = 20 psf Tributary Width: TW = 3 ft Side Two: Total Uniform Load: WT = 182 Roof Live Load: LL = 18 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 1.5 ft Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 56.3 calf SLOPEIPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 12.5 ft Beam Self Weight BSW = 9 plf Beam Uniform Live Load: wL = 81 plf Beam Uniform Dead Load: wD adj = 101 pff Total Uniform Load: WT = 182 plf Project: Location: WINDOW HEADER Roof Beam [201.5-Inie am tiona6Building Code(2012 NDS)] 5.5`INx7.5INx6.1,Fir #4 = Dauglas-Fir.Larch - Dry Use t Section Adequate By: 105.9% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN L/2137 Dead Load 0.04 in Total Load 0.07 IN U1063 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: 0180• REACTIONS A B Live Load 1004 Ib 1004 Ib Dead Load 1016 tb 1016 Ib Total Load 2020 lb 2020 Ib Bearing Length 0.59 in 0.59 in 1 -... -1. - c �. RITfi1P./` Gregory A Peitz, Architect110 case Ile StruCalc Version 9.0.2.5 9/28/2016 10:17:13 PM Side One: Span Length 6.2 ft 6.2 ft Unbraced Length -Top 0 ft LL = 18 Unbraced Length -Bottom 0 ft Roof Dead Load: DL= Roof Pitch 6 :12 psf : Roof Duration Factor 1.25 3 MATERIAL PROPERTIES Ntal Uniform Load: #1 - Douglas -Fir -Larch 652 Base Values Adiusted Bending Stress: Fb = 1200 psi = 1500 psi ' Cd=1.25 CF= 1.00 d: Shear Stress: Fv = 170 psi PLe = 213 psi Cd=1.25 : Modulus of ElastiW. E = 1600 ksi IF = 1600 ksi Comp. -L to Grain: Fc - -L = 625 psi Fc - ' = 5 psi Controlling Moment: 3131 ft4b 0 3.1 ft from left support Non -Snow Roof Loaded Area: Created by combining all dead and live loads. 111.6 :Controlling Shear. -2020 lb At support Created by combining all dead and five loads. ' Comparisons with required sections: Reo'd Provided Section Modulus: 25.05 rn3 51.56 in3 Area (Shear): 14:26 in2 41.25 int Moment of Inertia (deflection): 32.75 in4 193.36 in4 Moment: 3131 ft -Ib 6445 ft -Ib Shear: -2020 lb 5844 lb �. RITfi1P./` Gregory A Peitz, Architect110 case Ile StruCalc Version 9.0.2.5 9/28/2016 10:17:13 PM Side One: Ladj = 6.2 ft Roof Live Load: LL = 18 psf Roof Dead Load: DL= 20 psf : TW = 3 ft Ntal Uniform Load: WT = 652 Of Z LL = 18 psf d: DL = 15 psf : TW = 15 ft Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 111.6 calf Adjusted Beam Length: Ladj = 6.2 ft Beam Self Weight BSW = 9 plf Beam Uniform Live Load: wL = 324 plf &seam Uniform Dead Load: wD_adj = .328 plf Ntal Uniform Load: WT = 652 Of Project: Location: WINDOW HEADER, Multi -Loaded Mdlti-Span Beam. [201.2 International Building Code(2012 NDS)] 5.5 IN x 9.5 IN'x 6.2 FT #1 - D6uglas-Fir-Larch -Dry Us& Section Adequate By: 7.!A% Controlling Factor.' Moment 8truCalc 9.6 page1 Str uQ61c Version 9.0.2.5 1.611812016 1:08:42 PM of MATERIAL Okopektit$ .Redd UNH-UKIM LUAUb renter #1 Douglas -Fir -Larch. 48.14 in3 Uniform Live Load 0 .0.1f '. ,Area (Shear): 21:61 in2, Uniform Dead Load Oif. Base Values: Adiusted -0 Bearn Self Weight 11 plf Bending Stress,, Fb = 1350 psi Fb1 = 1350 psi Total -Uniform `Load 11 plf �Gd=1.00 CF=1*.60 2449 lb 5922, lb Shear Stress -w. Fv 170 psi FV 1.70 psi POINT LOADS - CENTER SPAh Cd= 1. 06 - L&i&wl Number rn bet TWO Modulus of Elasticity 1600 ksi E` 160d ks.1 Live Load 461 lb- -1.559 lb Como. to dr;§*I*h:: 'Fc -1= '626 psi F6--U'_� 625 psi Dead Load 462 - lb 1589 lb 1. ft .3,ft. lbontr6fliri-q. a6om6rit: 541'6.ft-,1b -.Location 2.98 Ft'from,left "support, of span 2 (Center Span) Created. by combining all dead loads and live: loads on sppq(p) 2 Controlffivg Shear: 2449 lb At:left.support, of span 2.(Qenter Span) Created by combining all,dead loads and. live loads on. sp4rk(s). 2. Pqrripprisons with required sections: .Redd Provided Section Modulus: 48.14 in3 82.73.in3 ,Area (Shear): 21:61 in2, 52.25 int Moment of Inertia -(deflection):, 63.14 in4 392.96 -in4 Moment: 5416 ftw1b 930 ft -lb Shear-.. 2449 lb 5922, lb a115:4t-1!fz[C BUTTE COUNTY OCT 19 2016 DEVELOPMENT SERVICES I& _IZ11 1:10 n 155.60' MINIMUM ER05ION AND 5EDIMf CONTROLS FOR PROJECTS DISTURBING LE -55 THAN ONE A( 6 -10 ----- THE 5MP5 (BEST MANAGEMENT PRACTICES) LISTED BELOW MUST BE IN PLACE DURING THE RAINY SEASON (OCTOBER 15 THROU6H APRIL 15) AND MAY BE REQUIRED AT OTHER TIMES BASED ON WEATHER I AND SITE CONDITIONS THROU6HOUT THE YEAR THE 5MP5 L15TW ARE MINIMUM REOUIREMENT5 AND ADDITIONAL BMP'S COULD BE REQUIRED BASED ON I 51TE CONDITIONS. 1. 5TABIL'IZED ENTRY. PROVIDE MINIMUM S" TO 6" FRACTURED ROCK 50' LONG x 15' WIDE BY 6" DEEP OVER CONSTRUCTION 6RADE FABRIC. 2. ALL SOILS TRACKED ONTO PAVED ROADWAY5 MUST BE CLEANED ON A DAILY BASIS. WHEN STREETS ARE WET OR DURING A RAIN EVENT THERE SHALL BE NO TRACKING OF SOILS ONTO THE STREET. S. WATTLES SHALL BE INSTALLED PROPERLY, BEHIND CURB OR SIDEWALKS. I 4. ROCK BA65 (MINIMUM 2 PER SIDE) AT ALL DRAIN INLET LOCATIONS WITHIN 150' OF THE PRO.MOT SITE. I S. INTERNAL FILTERS SHALL BE PLACED INSIDE EACH DRAIN INLET. 6. TRASH BARS SHALL BE PLACED ACRO55 THE BACK OF ALL DRAIN INLETS. 1. STABILIZE ALL D157URSED SOILS IN THE FRONT YARD AREAS WITHIN IS' OF THE BACK CURB OR SIDEWALK. (STRAW OR EROSION BLANKETS MAY BE USED FOR THIS APPLICATION) 6. STABILIZE ALL SLOPES V*4 E EROSION COULD OCCUR AND CAUSE SILT RUN OFF. (STRAW, V15OUEEN OR EROSION BLANKETS MAY BE USED FOR THIS APPLICATION) 9. ALL PAINT, FUEL, CONSTRUCTION PRODUCTS ETC. SHALL BE STORED IN A COVERED LOCATION AWAY FROM SIDEWALKS AND STORM DRAIN INLETS. I 10. PORTABLE CMEMICAL TOILETS IF PROVIDED ON THE SITE MUST BE KEPT OFF OF STREETS AND SIDEWALKS AND A LEAST 50' FROM THE NEAREST STORM DRAIN. 11. ALL TRASH MUST BE COLLECTED AND STORED PROPERLY. DO NOT LET ITEMS SUCH AS DRYWALL MUD BOXES, PAINT BUCKETS, CLEANING MATERIAL CONTAINERS, ETC. COME IN CONTACT WITH ANY RAINFALL OR STORM WATER RUNOFF. 12. PROVIDE A DE516NATED AREA FOR CONCRETE WASHOUT. HAY BAILS LINED WITH VISOUEEN MAY BE USED FOR THIS APPLICATION. ROLLAWAY BINS MAY ALSO BE USED. ALL CONCRETE WASHOUT SYSTEMS SHALL BE PLACED OFF OF THE PAVED STREETS. 15. AFTER INSTALLATION OF THE ABOVE ITEMS ARE I - COMPLETE, A MAINTENANCE PR06RAM NEEDS TO BE DEVELOPED TO INSURE THE CONTINUED EFFECTIVENESS OF YOUR BMPS. r Uo i (1,11,Z 00. � BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE �' 7 BY_tta ROLLED CURB P.O.G. TO (E) SEWER LINE, VERIFY LOCATION PERMIT # 61'0 TI BERON W A Y .5 1 TE PLAN 111 = 201_011 NORTH GREGORY A. P E I T Z OWNER: MIKE 5ILIN5K1 5177E INI=0:415a TIBERON WAY SHEET ADDRESS: CHI GO GA ARCHITECT 0 .SII ACRES BUTT$ COUNTY ( I I I I SEP .30 2016 APN: 041-780-038 of: ONE DEVELOPMENT I / SERVICES � / I UTILITIES / \ MIN. GLR. / EXISTING 1 1500 GAL. 5EPTIG TANK LEX15TINO WFI I I / (1,11,Z 00. � BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE �' 7 BY_tta ROLLED CURB P.O.G. TO (E) SEWER LINE, VERIFY LOCATION PERMIT # 61'0 TI BERON W A Y .5 1 TE PLAN 111 = 201_011 NORTH GREGORY A. P E I T Z OWNER: MIKE 5ILIN5K1 5177E INI=0:415a TIBERON WAY SHEET ADDRESS: CHI GO GA ARCHITECT .SII ACRES 383 Rio Lindo Ave. Chico, CA. 95926 (530) 894.5719 PHONE: APN: 041-780-038 of: ONE C