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HomeMy WebLinkAboutB17-0362 031-225-008 (2)1 Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 ww"w.buttecounty.nebdds FORM NO DBP -06 PLAN CHANGE, RECHECK, OR RETURN Owner's Name: Contact Person Name: Contact email: R Contact Phone Number: ��✓`���� Date Submitted: Permit Number: Assessor's Parcel Number: A2�%�% a� 'COMPLETE SET OF PLANS ❑ PARTIAL SET OR PAGES OF PLANS (LIST PAGES BELOW) 7se check any that apply: esponse to Plan Check Letter? ❑ esponse to Building Inspection Correction Notice? t Is there additional square footage? ❑ Is unfinished area being in -filled or completed? APR 0 5 20171 ❑ Other: Op'"LOPMENT SERVICES LIST OF ITEMS SUBMITTED 2. 3. 4. 5 Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner will determine if additional plan checking fees are required: ® Minimum $127.00 paid E3 Additional Fee Amount Due: Revised 7.20.2015 Page 1 of r 1045 Twin View Blvd. BUTTE Redding, CA 96003 001M (530) 244-6335 APR 0.5 20171 (530) 244-1890 fax TRUSS ENGINEERING PACKAGE ICC RESEARCH REPORT NO. ESR— 1311 & ESR -1988 IN STRICT ACCORDANCE WITH U.B.C, I.B.C, I.R.C., C.B.C. ANSI NATIONAL STANDARDS, LATEST REVISION INSPECTED BY: ENGINEERED BY: NATIONAL INSPECTION ASSOCIATION, INC. MITEK USA INC. Quality Systems Management / National Testing 3 250 KLUG CIR P.O. Box 3426 Corona; CA 92880 Gillette, WY 82717-3426 _ (951) 245-9525 Office & Fax (307) 685-6331 (951) 273-0040 fax JOB NAME John Christofferson , JOB # 160921 LOCATION: Oroville CA CUSTOMER: Better Builders Construction PERMIT # � � L , ( 2 - BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE 2- e;- i BY F� L py MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 160921 John Christofferson The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Meeks Building Center. Pages or sheets covered by this seal: K3023771 thru K3023783 My license renewal date for the state of California is September 30, 2018. Q�aFESS/oV ZH,qo Fac 2 . C 70068 r EXP. 9.30-2018 cf'JgT Cl— F OF March 30,2017 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Py John Christofferson 160921 Al GABLE 1 1 K3023771 TOP CHORD 2-3=61/676, 3-5=268/2357, 5-6=214/2324, 6-7=390/159, 7-8=427/155, TCLL 20.0 SPACING- 2-0-0 BOT CHORD 2-21=-631/112, 20-21=-631/112,19-20=631/112, 18-19=631/112, 17-18=631/112, ee ceo 'oa •••--••. ...... •-•••- ... muiu s Apr zu zuib Ml l eK lnoustnes, Inc. 1 n Mar 30 17:37:47 2017 Page l I D:OgOeC kOwToRkP4 RwmXW_pxz8 Ms3-zjpokbywiFfsPycbeB N I IZkaF 12bol5K6ktUZMzVgZ2 2-0-0 7-10-14 15-912 19-10.14 24-0-0 32-0-0 40-0-0 48-0-0 0-0-0 2 0-0 7-10 14 7-10.14 4-1-2 4-1-2 8-0.0 10-0 8-0-0 2 0 0 5x8 II 3.00 12 3x10 = 3XS 12x12 %3X 5x8 \\ 7 4x12 \\ 3x6 % 34 % 868 3x8 % 85 5 _ �.. iii■.-- � ..,� 5x8 21 20 19 18 17 16 15 6xB = Scale - 1:87.5 10x14 M18SHS ZZ 4x6 4x8 ZZ 1202 :::-- 3x8 ZZ 87`3x6 :ZZ 3x6 zzz 4x12 �8 88 34 ZZ i 12 Tli3xS ZZ.f �N3x6 Z- 89 14 13 5x8 4XS t: Plate Offsets (X,Y)- [2:0-6-7,Edge], [2:0-3-8,Edge], [5:0-&0,0.6-8], [6:0-5-0,0-2-8], [6:0-5-0,0-1-11], [8:0-6-0,0.6-8], [11:0-0-4,Edge], [11:0-5-4,0-0-14], [14:0-4-0,0-3-0], • 11670-3-12.Edgel.125:0-1-9.0.1-01 [51:0-1-140-1-01 [52:3-3-130-1-81 [540.1-140-1-01 [57:0-1-140-1-01 f60.0-1-140.1-01 [69:0-1-9.D-1-01 LOADING (psf) Max Grav All reactions 250 Ib or less atjoint(s) 21, 20, 18, 17, 2 except 11=1201(LC 20), 16=2733(LC 1), 16=2733(LC 1), 2=258(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=61/676, 3-5=268/2357, 5-6=214/2324, 6-7=390/159, 7-8=427/155, TCLL 20.0 SPACING- 2-0-0 BOT CHORD 2-21=-631/112, 20-21=-631/112,19-20=631/112, 18-19=631/112, 17-18=631/112, CSI. 16-17=-631/112,15-16=702/142, 14-15=212/1887, 13-14=371/3049,11-13=371/3049 DEFL. in (loc) I/defl Lid PLATES GRIP (Root Snow-- Plate Grip DOL 1.15 NOTES - TC 0.31 1) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=451t; L=48ft; eave=6ft; Cat. Vert(LL) -0.1913-14 >999 240 MT20 220/195 TCDL 10) 10.0 Lumber DOL 1.15 • _ BC 0.51 OFESSIQN Vert(CT) -0.59 13-14 >653 180 M18SHS 220/195 • BCLL 0.0 Rep Stress Incr YES greater of min roof of psf or 1.00 times flat roof load of 20.0 psi on overhangs WB 0.49 non -concurrent with other live loads. Horz(CT) 0.08 11 n/a n/a BCDL 10.0 Code IBC2015lfP12014 * �. Matrix -AS (P designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide T \P Weight: 360 Ib FT = 20% LUMBER- 11) A plate rating reduction of 20% has been applied for the green lumber members. BRACING - March 30,2017 TOP CHORD 2X4 OF No. 1&Btr G Design valid for use only with MITek® connectors. This design le based only upon parameters shown, and is for an Individual building component, not TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No. 1&BV G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 OF No. 1&BV G WEBS 1 Row at midpt 6-16, 8-15,10-14, 3-16 OTHERS 2X4 DF No. 1&BIT G REACTIONS. All bearings 16-0-0 except (jt=length) 11=D-5-8 (lb) - Max Horz 2=53(LC 12) " Max Uplift All uplift 100lb or less atjoint(s) except 11=213(1_C 14), 19=-493(LC 20),16-338(!_C 14), 2=102(1_C 14), 20=112(LC 1) Max Grav All reactions 250 Ib or less atjoint(s) 21, 20, 18, 17, 2 except 11=1201(LC 20), 16=2733(LC 1), 16=2733(LC 1), 2=258(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=61/676, 3-5=268/2357, 5-6=214/2324, 6-7=390/159, 7-8=427/155, 8-10=1993/321, 10-11=3155/433 BOT CHORD 2-21=-631/112, 20-21=-631/112,19-20=631/112, 18-19=631/112, 17-18=631/112, 16-17=-631/112,15-16=702/142, 14-15=212/1887, 13-14=371/3049,11-13=371/3049 WEBS 3-19=0/549, 5.16=491/154, 6-16=2412/340, 6-15=177/1590, 7-15=296/100, 8-15=1737/266, 8-14=0/550, 10-14=1223/165, 10-13=0/282, 3-16=1668/254 NOTES - 1) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=451t; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterlor(2) -2-0-0 to 2-9-10, Interior(1) 2-9-10 to 24-0-0, Exterior(2) 24-0-0 to 28-9-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 I • _ 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 OFESSIQN as applicable, or consult qualified building designer as per ANSIIrPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 (flat roof snow); Category II; Exp C; Partially ZH'4 Fly psf Exp.; Ct=7.1 �� �M 4) Unbalanced snow loads have been considered for this design. 5) This truss hes been designed for live load 20.0 greater of min roof of psf or 1.00 times flat roof load of 20.0 psi on overhangs to non -concurrent with other live loads. J C 7006$ 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 2x4 MT20 unless otherwise indicated. 9-30- 18 8) Gable studs spaced at 1-4-0 oc. * �. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been (P designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide T \P will fit between the bottom chord and any other members. F 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213 Ib uplift at joint 11, 493 ib uplift at March 30,2017 AWARNING - VN*Y design parameters and READ NOTES ON TWS AND INCLUDED WTEK REFERENCE PAGE MIF7473 rev, fOAf O15 BEFORE USE. . Design valid for use only with MITek® connectors. This design le based only upon parameters shown, and is for an Individual building component, not ��• ' e truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is for " MITek• always required stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSO -89 and SCSI Building Component Safety Intormatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 rJob Truss Truss Type Qty �Ply John Christofferson K3023771 160 921 Al � GABLE 1 1 Job Reference (optional meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Mar 30 17:37:47 2017 Page 2 NOTES - I D:OgOeCkOwToRkP4RwmXW—pIa8MsS-zj pokbyvAFfePycbe BN I IZkaF12 bol5K6ktUZMzVgZ2 ' 13) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and'W gypsum sheetrock be applied directly to the bottom chord. t _ AWARNING - VerIfy design paramsters and READ NOTES ON TWS AND INCLUDED WEK REFERENCE PAGE MI1-7473 rev. 14CM015 BEFORE USE. • r , a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overe8 - ' AWARNING - VerIfy design paramsters and READ NOTES ON TWS AND INCLUDED WEK REFERENCE PAGE MI1-7473 rev. 14CM015 BEFORE USE. Design valid for use only with MITekS connectors. This design Is based only upon parameters shown, and Is for an individual building component, not MF _ a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overe8 - ' _ building design. Bracing indicated Is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracingMiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPN Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alermndda, VA 22314. - 250 Klug Circle Corona, CA 92880 Job Truss : Truss Type Qty Ply John Christofferson 160921 A2 Common 4 1 K3023772 -0.21 11-12 >999 240 MT20 220/195 10.0 TCDL 10.0 Lumber DOL 1.15 o e rence(optionall 7-10-10 2-0 0 7-10-10 O'u "'5 V5 Npr Lu Lula ml I eK I D:OgOeC kOwToRkP4RwmXW_pxz8MsS-RvNA,, 15-94 1910 10 24.0 0 32-0-0 4D 7-10-10 4-1.6 4-1.6 8-0-0 81 3.00 12 5xB = 4x6 % 6 Inc. I nu mar 3U 1 /:37:48 201 T Page 1 5BnCvuXm HgZ9MsXl NTLOd25ozVgZ t 48-0-0 50 0 0 , 8-0-0 2 0-0 Scale = 1:83.4 15 - 14 13 12 11 06 = 2x4 II 6x12 = 5xB = - 5x8 = . 20 II 4x8 — LOADING (psi) TCLL 20 SPACING- 2-0-0 ' CSI. DEFL. in (loc) Vdefl .. Ud PLATES GRIP (Roof Snow=2 ) Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.21 11-12 >999 240 MT20 220/195 10.0 TCDL 10.0 Lumber DOL 1.15 BC 0.63 ,. Vert(CT) -0.62 11-12 >624 180 250 Klug Circle BCLL 0.0 Rep Stress Incr YES Corona, CA 92880 WB 0.49 Horz(CT) 0.09 9 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -AS Weight: 210 Ib FT = 20°h LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &BV G r TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1 &BV G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1 &BIT G WEBS 1 Row at midpt 3-14,5-14.7-13, 8-12 REACTIONS. (Ib/size) 2=253/0-5--8,14=2643/0-5-8,9=1184/0-5-8 Max Horz 2=54(LC 12) Max Upldt 2=96(LC 14),14=321(1_C 14),9=209(1_C 14) Max Grav 2=343(LC 19), 14=2643(LC 1), 9=1262(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-94/974,3-4=237/2001, 4-5=-177/1948, 5-6=609/185, 6-7=700/176, 7-8=2230/340,,8-9=3488/466 BOT CHORD 2-15=-911/141, 14-15=911/141, 13-14=-371/117, 12-13=224/2087, 11-12=-401/3352, 9-11=-401/3352 WEB_ S 3-15=0/322, 3-14=1402/216, 4-14=-461/148, 5-14=2288/341, 5-13=160/1408, 7-13=1680/260, 7-12=0/572, 8-12=1322/184, 8-11/320 NOTES - .1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=4511; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 2-9-10, Interior(1) 2-9-10 to 24-0-0, Exterior(2) 24-0-0 to 28-9-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1' 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 Ib uplift at joint 2, 321 Ib uplift at joint 14 and 209 Ib uplift at Joint 9. ' 9) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. Q�pFESSION4Z o ZHgo Fyc C 70068 9.3018 March 30,2017 'A WARNING - Verily design parameters and READ NOTES ON TKS AND INCLUDED MITTEN REFERENCE PAGE M114473 rev. 1NDLS015 BEFORE USE. ' Design valid for use only with MITekZ 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 buss web and/or chord members only. Additional temporary and permanent bracing ' Is for MITek• always required stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPl1 Quality Criteria, OSB -89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 1 250 Klug Circle - Corona, CA 92880 Job Truss Truss Type Qty Ply John Christofferson (Roof Snow- 20.0) Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL Rep Stress Incr K3023773 160921 A2A Common 5 1 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Pule Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Weight: 242 Ib FT = 20% BRACING - Job Reference o Bo a neexs lumber, redoing 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Mar 30 17:37:49 2017 Page 1 I D:OgOeCkOwToRkP4RwmX W_pxz8 MsS-v6xY9 GzAEsvMeFm_mcPmNJM BYhUG7Kda2Mbd FzVgzO 25.8.0 -2-0-0 , 7.1810 1511.4 _ 1t�A0 22.6.0 24-80 29-b-0 35.4-0 41-e-0 2 -OA 7 -talo 7-1810 3.2.12 3�-0 1.8.0 1-80 3.8.0 64.0 8.4-0 8.4.0 20.00 Scale - 1:83.4 3.00 12 4x6 = 4x6 8x8 zz 6x8 % 6 7 8 4x6 19 18 „ — ". 15 14 4x6 = 2x4 11 6x12 = 5x8 = 3x8 = 3x6 = 8x8 = 6x12 = 2x4 11 4x8 — LOADING (psf) DEFL. TOP CHORD TCLL 20.0 SPACING- 2-0-0 (Roof Snow- 20.0) Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL Rep Stress Incr 1.15 NO BCLL X0.0 Code IBC2015frPI2014 LUMBER - DEFL. TOP CHORD 2x6 DF SS 'Except - TC 0.79 1 -4,10-13: 2X4 DF No. t&Btr G BOT CHORD 2X4 DF No.1 &Btr G WEBS 2X4 DF No. 1&Btr G CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TC 0.79 Vert(LL) -0.301516 >999 240 MT20 220/195 BC 0.67 Vert(CT) -0.891516 >437 180 WB 0.83 Horz(CT) 0.10 12 n/a n/a MiT®k� Matrix -AS always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Pule Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Weight: 242 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-18 REACTIONS. (Ib/size) 2=352/0-5-8,18=2607/0-5-8, 12=1271/0-5-8 Max Horz 2=53(LC 13) Max Uplift 2=108(LC 114),118=3117(!_C 114),112=220(1_C 14) Max Grav 2=400(LC 19), 18=2607(LC 1), 12=1362(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=68/471, 3-4=187/1604, 4-5=113/1454, 56=454/175, 6-7=-607/134, 8-9=1629/329, 9-10=-3150/521, 10-11=3125/461, 11-12=-4030/563 BOT CHORD 2-19=-423/97, 18-19=-423/97, 17-18=-292/109, 16-17=78/971, 1516=230/1962, 14-115=503/3886.112-114=-503/3886 WEBS 3-19=0/338,3-18=1398/206,4-18=-605/181, 518=1937/300, 517=232/1789, 6-117=11554/260,8-16=1177/11539, 9-16=1463/273, 9-15=179/1310, 10-15=349/140, 1111-15=945/1149,6-8=-600/174 NOTES - 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Extedor(2) -2-"to 2-9-10, Interior(1) 2-9-10 to 24-0-0, Extedor(2) 24 -"to 2940-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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 108 Ib uplift at joint 2, 317 Ib uplift at joint 18 and 220 Ib uplift at joint 12. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 Ib down and 21 Ib up at 22-6.0, and 75 Ib down and 21 Ib up at 25-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 319 Q�pFESS/0,V ZHAO �y2 C 70068 EXP. 9-30-2018 March 30.2017 nu lu A wARN1NO - VWW design parametem and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE Ma7473 rev. InV1015 BEFORE USE. Design valid for use only with MRekV connectors. This design Is based only upon parameters shown, and is for an Individual building component, not '• 8 truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Witting design. Bracing Indicated Is to prevent buGtling of Individual buss web and/or chord members only. Additional temporary and permanent bracing Is MiT®k� always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Pule Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Christofferson 160921 A2A Common 5 �PIYTJohn K3023773 250 Klug Circle Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. •. Corona. CA92880. Reference (optional) -- - -•••- ... ---•••n b.UIU s Apr zU ZUIb MI I eK Industries, Inc. Thu Mar 30 17:37:49 2017 Page 2 I D:OgOeCkOwToRkP4RwmXW-pxz8MsS-v6xY9GzAEsvMeFm_mcPmNyoBYhUG7Kda2MbdFzVgZO LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=60, 7-13=-60, 20-23=-20 Concentrated Loads (Ib) Vert: 6=75(F) 8=75(F) ' r � r AWARNING - VorW design parameters end READ NOTES ON T19S AND INCLUDED AUTEK REFERENCE PAGE MXWJ rev. MO OIS BEFORE USE. Design valid for use only with MITeI9 connectors. This design is based ony 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 buclding of Individual truss web and/or chord members only. Additional temporary end permanent bracing Is always required for stability and to MITBK• prevent collapse with possible personal Injury end property damage. For general guldens regarding the lebdcatlon, storage, delivery, erection end bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-8B and BCSI Building Component Safety 250 Klug Circle Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. •. Corona. CA92880. JobTA3 Truss Type Qty Pty John Christofferson LOADING (psf) ,TCLL 20.0 SPACING- 2-M CSI. DEFL. in (loc) Udefl Ud . K3023774 160921 _ Common Structural Gable 1 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Verl(CT) -0.25 16-19 >757 180 Job Reference (optionall areexs,urnuer, reaamg 7-10.10 2.0.0 7-10.10 6.010 S Apr 20 2016 MiTek In, ID:OgOeCkOwToRkP4RwmXW_pxz8MsS-NIUxNcj 15-941910 - 24-0-0 32-0-0 40-U 7-10.10 4-1.6 4-1_ - 8-0-0 8-0-0 3'00 12 ' 5x12 MT20HS = 3X 6 Inc. Thu Mar 3017:37:50 2017 Page 1 rLAJKW wCM7hy497Zymoi689hzVgZ7 48-0 0 , 50-0-0 , 8-0-0 2.0-0 Scale = 1:83.4 16 15 3x6 - 3x6 = 12 11 4x8 = 2x4 11 6x12 = 14 13 - 5x8 = 2x4 \\ 4x6 = DT<A d AWARNING - Verity design parameters and READ NOTES ON 7105 AND INCLUDED M/TEK REFERENCE PAGE MD -7473 nrv. iWM015 BEFORE USE. 7-10-10 7-7-14 0.- 2 5-5-6 5-5F 0.- 2 6-10-9 7-15 7-1-5 Plate Offsets (X.Y)- r4:0-3-8.0-3-01. r7:0-6-O.Edget 112:0-4-0.0-3-01 (15:0-5-8.0-3-01 ��• LOADING (psf) ,TCLL 20.0 SPACING- 2-M CSI. DEFL. in (loc) Udefl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.08 11-22 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Verl(CT) -0.25 16-19 >757 180 MT20HS 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 214 Ib FT = 20% 9 ' LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No. t&BV G BOT CHORD Rigid ceiling directly applied. WEBS2X4 DF No. t&BV G WEBS 1 Row at midpt 3-15 REACTIONS. All bearings 1144 except (Jt=length) 2=0-5-8, 9=0-5-8. (lb) - Max Horz 2=54(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 14 except 2=128(LC 14), 15=137(LC 14), 13=214(LC 14), 9=152(1_C 14) Max Grav All reactions 250 Ib or less at joint(s) except 2=543(LC 19), 15=1185(LC.19), 15=965(LC 1), , 14=280(LC 19), 13=2029(LC 20), 13=1776(LC 1), 9=705(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=644/88, 3-4=78/866, 4-5=20/815, 5-6/790, 6-7=93/1344, 8-9=1298/171 ' BOT CHORD 2-16=26/598, 15.16=26/598, 14-15=703/162, 13-14-764/175, 11-12-138/1144, 9-11=112/1228 WEBS 3-16=0/331, 3-15=-1392/208, 4-15=-456/148, 5-15=322/153, 6-13=-1176/194, 7-13=1374/246, 7-12=0/583, 8-12=1152/201, 8-11=0/330 NOTES - 1) Wind: ASCE 7-10; Vu11=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Extedor(2) -2-0-0 to 2-9.10, Interior(1) 2-9-10 to 24-0.0, Exterior(2) 24 -0 -Oto 28-9-10 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psi or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. ()FESSIO/yq ZH 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. COQ A M ti 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide = will fit between the bottom chord and any other members. Um 8) A plate rating reduction of 20% has been applied for the green lumber members. J C 70068 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 14 except (jt=1b) 2=128,15=137,13=214,9=152. EXP. 9.30-20181 10) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and '%' gypsum sheetrock be applied directly to the bottom chord. S 'OF cp'o � March 30,2017 AWARNING - Verity design parameters and READ NOTES ON 7105 AND INCLUDED M/TEK REFERENCE PAGE MD -7473 nrv. iWM015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design le based only upon parameters shown, and Is for an Individual building component, not ��• e truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall buil0ing 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 fabricellon, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DS848 and BCSI Building Component SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty PlyTJohRnristoffersonK3023775 2-0-0 160921 A3A Common 1re Lumber DOL 1.15 BCLL 0.0 Rep Stress Ina YES orro Code IBC2015rrPI2014 ce (optionall Kb rumuer, reading 8.010 s Apr 20 2016 MITek Industries, Inc. Thu Mar 30 17:37:51 2017 Page 1 ID:OgOeCkOwToRkP4RwmXW_pxz8MsS-rtJ2Jay7RmT94tZvMl1 RETPvAVMOPk7Zv1 Mdi7zVgZ_ 2-0-0 7-10 10 15.914 24-0-0 32-0-0 40-0 0 48-0-0 50 0-0 2-0-0 7-10-10 7-10 10 8-2-12 8-0-0 8-0-0 B-0-0 2-0 0 3.00 12 6x8 = Scale = 1:83.4 14 13 " "' 12 11 to 44 = 2x4 II 6x12 = 34 — 5x8 = 2x4 4x6 = LOADING (psf) DEFL. in (loc) Vdeg Lid TCLL 20.0 SPACING- 2-0-0 (Roof Snow-- Plate Grip DOL 1.15 10) TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Ina YES orro Code IBC2015rrPI2014 LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.t&BtrG WEBS 2X4 DF No. 1&Btr G WEDGE Left: 2x4 DF No.1&Btr,-G REACTIONS. All bearings 0-5-8 CSI. DEFL. in (loc) Vdeg Lid PLATES GRIP TC 0.68 Vert(LL) -0.2712-13 >486 240 MT20 220/195 BC 0.51 Vert(CT) -0.7012-13 >189 180 building design. Bracing Indicated Is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always for WB 0.91 Horz(CT) • 0.02 8 n/a n/a required stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Matrix -AS fabrication, storage, delivery, eredlon and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, 08B -a9 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Weight: 205 Ib FT = 20% 250 Klug Circle BRACING - Corona, CA 92880 TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at mid pt 5.13 (lb) - Max Horz 2=54(LC 12) - Max Uplift All uplift 100 Ib or less at joints) except 13=146(1_C 114),12=197(!_C 14), 8=153(LC 14), 2=130(1_C 14) Max Grev All reactions 250 Ib or less at joints) except 13=1175(LC 19), 12=2076(LC 20), 8=710(LC 20), 2=636(LC 19) 1 ' FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-492/49, 3-4=131/673, 4-5=61/649, 5-0=104/1307, 7-8=1320/178 BOT CHORD 2-14=0/439,13-14=0/439,12-13=717/171, 10-111=136/111163,8-10=1108/11249 WEBS 313=1016/154, 4-13=692/211, 5-13=-60/329, 5-12=1171/213, 6-12=1353/254, 6-11=0/542, 7-11=1165/198, 7-10=0/343 NOTES - 1) Wind: ASCE 7-10; VuH=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.Spsf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0to 2-9-10, Interior(1) 2-9-10 to 24-0-0, Exterior(2) 24-0-0 to 28-9-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times gat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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 146 Ib uplift at joint 13, 197 Ib uplift at joint 12, 153 Ib uplift at joint 8 and 130 Ib uplift at joint 2. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 'W gypsum sheetrock be applied directly to the bottom chord. Q�pFESS10/yq� ZHA� �y2 C 70068 * \ -I- _1/ l / * March 30,2017 AWARNING - Verify design parameters and READ NOTES ON TNS AND INCLUDED h9TEK REFERENCE PAGE M/F1473 111=015 BEFORE USE. rev. 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 buss system. Before use, the building designer must vefgy the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always for MITek• required stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, eredlon and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, 08B -a9 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply hristofferson 160921 A4 Common 1 SPACING- K3023776 FJbR CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP (Roof Snow --20.0) e ce olona meexs lumber, reading 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Mar 30 17:37:52 2017 Page 1 I D:OgOeCkOwToRkP4RwmXW_pxz8MsS-Khcho103XnHxVjUZRIzT7dROFmiKSb23GObFDZzVgYz -2-0-0 7-10-10 1594 24-0-0 324-0 40.0.0 48-" 50-0.0 2-0-0 7-10.10 7-10 10 8-2-12 8-0-0 8-0 0 8-0-0 2 0 0 3.o0 12 5x8 = Scale = 1:83.4 2x4 II 8x8 = 8x8 = 4x4 = 8x8 = 2x4 \\ nxo = I� d LOADING (psi) (lb) - Max Horz 2=54(LC 12) MaxUplift All uplift 100 Ib or less at joints) except 2=130(LC 14), 14=858(LC 14]1,12=1052(!_C 14), 8=149(LC 14) �- TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.03 13-14 >999 240 MT20 220/195 10) TCDL 10.0 Lumber DOL 1.15 BC 0.66 Vert(CT) -0.10 13-14 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.38 Harz( CT) 0.01 8 n/a n/a BCDL 10.0 �FESSIO/y Code IBC2015rrPI2014 Matrix -MS 5) Unbalanced �� �,M p Weight: 487 Ib FT = 20% LUMBER- greater of min roof of 20.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs Utin non -concurrent with other live loads. BRACING - 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. TOP CHORD 2X4 DF No. t&Btr G 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide :� 9-3 18 TOP CHORD Structural wood sheathing directly applied or 640.0 oc puffins. BOT CHORD 2X6 DF No.1 G 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 Ib uplift at joint 2, 858 Ib uplift at BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF No.1 &Btr G ``FOES March 30.2017 REACTIONS. All bearings 0-5-8. (lb) - Max Horz 2=54(LC 12) MaxUplift All uplift 100 Ib or less at joints) except 2=130(LC 14), 14=858(LC 14]1,12=1052(!_C 14), 8=149(LC 14) �- Max Grav All reactions 250 Ib or less at joint(s) except 2=610(LC 19), 14=3916(LC 22), 12=5180(LC 24), 8=690(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=265/11, 34=90/679, 4-5=1496/525, 5-6=117/1329, 7-8=1232/121 BOTCHORD 13-14=-4831156,12-13=1481354,11-12=308/107, 10-11=86/1035, 8-10=-65/1156 WEBS 3-14=-803/71, 4-14=2328/603, 4-13=531/2220, 5-13=-615/2766, 5-12=3041/689, 6.12=1260/214, 6-11=0/480,7-11=1172/211, 7-10/374 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 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) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -240-0 to 2-9-10, Interior(1) 2-9-10 to 24-0-0, Exterior(2) 24-0-0 to 28-9-10 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for �FESSIO/y reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 44 ZHq Fy 5) Unbalanced �� �,M p snow loads have been considered for this design. 6) This truss has been designed for live load greater of min roof of 20.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs Utin non -concurrent with other live loads. C 70068 p 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide :� 9-3 18 will fit between the bottom chord and any other members. * 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 Ib uplift at joint 2, 858 Ib uplift at joint 14, 1052 Ib uplift at joint 12 and 149 Ib uplift at joint 8. 11) Girder carries tie-in span(s): 28-0-0 from 16-0-0 to 27-0-0 ``FOES March 30.2017 nriard AWARN/NG - Verily design parameters and READ NOTES ON THIS AND INCLUDED A41TEK REFERENCE PAGE 6I1167477 rev. itV0 OIS 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 Is for MiTek always required stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabAeatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety IMonnetlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Cktle Corona, CA 92880 Job Truss Truss Type Qty Ply John Christofferson K3023776 160921 A4 Common 1 � -• Job Reference (optional meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Mar 30 17:37:52 2017 Page 2 I D:OgOeCkOwTo RkP4RwmXW_p1¢8MsS-Khcho103XnHxVjUZRIzT7dRO Fmi KSb23GObFDZzVgYz LOAD CASE(S) Standard ' 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=60,5-9=-60, 2-28=20,28-29=534(F=514),8-29=20 r 1 A WARNING - Vwffy design parameters and READ NOTES ON THIS AND INCLUDED 119TEK REFERENCE PAGE M&7473 rev. IWM01 b BEFORE USE. • Design valid for use only with Mrrek® connectors. This design is based only upon pare meters shown, and Is for an IndMdual 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. Bradng Indicated is to prevent budding of Individual truss web andfor chord members only. Additional temporary and permanent bracing Is always for MiTek required stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB•89 and SCSI Building Component SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 , Job Truss Type Oty Py John Christofferson 160921 TT'Uss Valley 1 1 K3023777 in (loc) Well L/d PLATES GRIP (Root Snow --20.0) Plate Grip DOL 1.15 ob Reference o to al a.uiu s ppr zu cuio ml i eK mausmes, mc. i nu mar 30 17:37:53 2017 Pagel I D:OgOeC kOwToRkP4RwmXW_pxz8MsS-otA37eOh 15 Po7t317SUiYq_euAB5B6wC Ug KplOzVgYy 21-3-13 42-7-11 21-3-13 21-3-13 ' - Scale = 1:68.1 3.00 12 .� 5x8 — saw 7' 3x6 24 23 22 21 20 19 18 - 17 16 15 14 3x6 = 3x6 = r 3x6 LOADING (ps TCLL 20.0 2 SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP (Root Snow --20.0) Plate Grip DOL 1.15 TC 0.17 Vert(LL) n/a n/a 999 MT20 220/195 10) TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 13 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -S Weight: 145 Ib FT = 20% F LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 2X4 DF No. 1&BtrG REACTIONS. All bearings 42-5-11. (lb) - Max Horz 1=44(LC 13) Max Uplift All uplift 100 Ib or less at joints) 20, 22, 23, 24, 17, 16, 15, 14, 1, 13 Max Grav All reactions 250 Ib or less at joint(s) 1, 13 except 19=395(LC 23), 20=446(LC 18), 22=347(LC 18), 23=308(LC 1), 24=367(LC 18), 17=446(LC 19), 16=347(LC 19), 15=308(LC 1), 14=367(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 6-20=366/122, 4-22=265/87, 2-24=270/125, 8-17=366/122, 10-16=265/87, 12-14=-270/125 NOTES - 1) Wind: ASCE 7-10; VuK=110mph (3 -second gust) Vasd=87mph; TCDL=4.Bpsf; BCDL=4.8psf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 1-3-0 to 5-3-13, Interior(1) 5-3-13 to 21-3-13, Exterior(2) 21-3-13 to 25-3-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 ' 3) Unbalanced snow loads have been considered for this design. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 22, 23, 24, 17, 16,15,14,1,13. Q�pFESS10/yq� ZHgO Fy m C 70068 EYj77 y-30-2018 * SAV March 30,2017 WARNING •Verily design parameters and RFAD NOTES ON TNS AND INCLUDED aBTEK REFERENCE PAGE MU -7477 rev. 1aWJ/2015 BEFORE USE. Design valid for use only with MITeh® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not • e truss system. Before use, the building designer must vedfy 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 Mire k' Is ahvays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the febdcation, storage, delivery, erection and bracing of busses and truss systems, see ANSIRPn Quality Crlterta, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lea Street, Sulle 312, Alexandria. VA 22314. Corona, CA 92880 Job- SPACING- 2-0-0 Truss Type Qty Ply John Christofferson Plate Grip DOL 1.15 T�'2 Vert(LL) n/a n/a 999 MT20 220/195 10)0.0 TCDL 1 K3023778 160921 Valley 1 1 WB 0.06 Horz(CT) 0.00 9 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Metrix -S Job Reference 18-7-13 18.7-13 , 3.00 12 om lu s Apr zu Lula ml 1 ex Inausales, Inc. 1 nu Mar 3U 1 !:37:04 2017 Page 1 7RwmXW_pxz8MsS-G3kRC_1J3OXfk1exY99x42XovZWxwZXMjK4MISzvgYx 37-3-11 4x4 = 5 Scale - 1:59.5 4x4 17 16 15 22 14 13 23 12 11 10 4x4 = 4x4 ZZ LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP . (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.22 Vert(LL) n/a n/a 999 MT20 220/195 10)0.0 TCDL 1 Lumber DOL 1.15 BC 0.14 VCT n/a n/a 999 ( ert) BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 9 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Metrix -S Corona, CA 92880 Weight: 122 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &BV G TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2X4 DF No.I &BV G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No.1 &BV G REACTIONS! All bearings 37-1-11. (Ib) - Max Hoa 1=-40(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 9, 15, 16, 17, 12, 11, 10 Max Grav All reactions 250 Ib or less at joints) 1, 9 except 13=366(LC 23), 15=444(LC 18), 16=282(LC 18), , 17=453(LC 1), 12=444(LC 19), 11=282(LC 19), 10=453(LC 1) , FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-15=360/124, 2-17-330/138, 6-12=360/124, 8-10=330/138 . NOTES - 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 1-3-01o4-11-10, Interior(1) 4-11-10 to 18-7-13, Exterior(2) 18-7-13 to 22-7-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are 2x4 MT20 unless otherwise Indicated. t 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 240-0 wide will rd between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 9, 15, 16, 17, 12, 11, 10. Q�OvESS/o& ZH,go F�� ' C 70068 9.30- 18 March 30,2017 AWARNING - Verify design parameters and READ NOTES ON 7105 AND INCLUDED AVTEK REFERENCE PAGE MO.7473 10/03/7016 BEFORE • rev. USE. Design valid for use only with MITakS connectors. This design is based only upon parameters shown, and is for an Individual building component, not building designer must verify the applicability of design parameters end properly Incorporate this design Into the ove e trusssystem. Before use, overall building design. Bracing Indicated Is to prevent buciding of Individual truss web and/or chord members only. Additional temporary and permanent bracing - Is for MiTek' always required stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, see ANSUTPII Quality Criteria, DSB.89 and SCSI Building Component SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Design valid for use only with Mrrel® connectors. This design is be sed only upon parameters shown, and Is for an Individual building component, not Plate Offsets (X,Y)— [11:0-4-0.0-3-01 John ChristoffersonK3023779 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. 7Pty PLATES GRIP 1 (Roof Snow --20.0) 160921 V3 Valley MT20 220/195 1 Lumber DOL 1.15 BC 0.23 / Vert(C7) n/a Na 999 Corona, CA 92880 BCLL 0.0 Rep Stress Incr YES Job Reference footionall o.ulu s iwr zu zui o ml i eK Inausmes, mc. i nu mar ;5u 1 r:3r:bb 2u1 r vage 1 , ID:OgOeCkOwToRkP4RwmXW_pxz8MsS-kGlgQK2xgif VAAD76tWAdF3xZzrgfO_VyzpvquzVgYw 15-11-13 31-11-11 15-11-13 15-11-13 l Scale = 1:51.0 4x4 = 3.00 12 4 4x4 12 11 10 9 8 4x4 C r. 5x8 = n - i • 0-11 .0 31-11-11 0-1 31-10-11 Design valid for use only with Mrrel® connectors. This design is be sed only upon parameters shown, and Is for an Individual building component, not Plate Offsets (X,Y)— [11:0-4-0.0-3-01 ��- LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP 1 (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.35 Vert(LL) Na Na 999 MT20 220/195 ' TCDL 10.0 Lumber DOL 1.15 BC 0.23 / Vert(C7) n/a Na 999 Corona, CA 92880 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -S Weight: 99 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No. 1&BtrG ` REACTIONS. All bearings 31-9-11. (lb) - Max Horz 1=36(LC 12) Max Uplift All uplift 100 Ib or less at joints) 1, 7, 10, 11, 12, 9, 8 Max Grav All reactions 250 Ib or less atjoint(s) 1, 7 except 10=335(LC 1), 11=322(LC 18), 12=548(LC 1), 9=320(LC 19), 8=549(LC 1) FORCES. ' (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-11=274/92, 2-72=396/153, 5-9=271/91, 6-8=396/153 - NOTES - 1) Wind: ASCE 7-10; Vuft=11 Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=32ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Extedor(2) 1-3-0 to 4-5-3, Interior(1) 4-5-3 to 15-11-13, Exterior(2) 15-11-13 to 19-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are 2x4 MT20 unless otherwise Indicated. ' 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 7, 10, 11; 12, 9, ()f ESSIO BProvide e �M zHq0 IFyZ - - - C 70068 J ` 9.30- 018 ' March 30,2017 AWARNING - Verity design parameters and READ NOTES ON TNIS AND INCLUDED 4VTEK REFERENCE PAGE hf&7472 rev. 10102/201/ BEFORE USE. Design valid for use only with Mrrel® connectors. This design is be sed only upon parameters shown, and Is for an Individual building component, not ��- e truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall - building design. Bradng Indicated Is to prevent buckling of Individual truss web and/or Mord members only. Additional temporary and permanent bracing M iTek1 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSS -89 and SCSI Building Component. 250 Klug Circle Satety Irdormaaon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss - 26-6-11 ly John ChristoffersonK3023780 SPACING- 2-0-0 [va7lley DEFL. in (loc) Vdefl Ud PLATES GRIP - 160921 V4 u 1 1 n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Job Reference (optional nroares ....roar, rouumg - 6.010 S Apr 20 2016 MiTek Industries, Inc. Thu Mar 30 17:37:56 2017 Page 1 ID:OgOeCkOwToRkP4RwmXW_pxz8MsS-CSsCdg3ZbOnN_KoKgaIPATc9iNDJOTSfBdZTMLzVgYv r 13313 26-7-11 r 13313 13313 a r Scale = 1:42.4 - 4x4 =, r 3.00 12 r 4 , 4x4 13 12 11 10 g 8 4x4 4x4 = 04-0 - 26-6-11 - TCL LOADING (psf)0 20. SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP - (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(CT) n/a <_ n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03' Horz(CT) 0.00 7 n/a n/a BCOL 10.0 Code IBC2015/TPI2014 Matrix -S Weight: 80 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 2X4 DF No. 1&Btr G REACTIONS. All bearings 26-5-11_ s. (lb) - Max Horz 1=33(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 7, 10, 11, 13, 9.8 Max Grav All reactions 250 Ib or less atjoint(s) 1, 7 except 10=299(LC 1), 11=378(LC 18), 13=363(LC 1), 9=378(LC 19), 8=363(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-11=303/107,2-13=265/111,5-9=303/107,6-8=265/111 NOTES - 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 1-3-0 to 4-3-0, Interior(1) 4-3-0 to 13-3-13, Exterior(2) 13-3-13 to 16-3-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Jolnt(s) 1, 7, 10, 11, 13, 9, 8. i Q�OfESS10A1 ZH4 Fy2cn C 70068 March 30,2017 AWARNING • VerOy design Fammeters and READ NOTES ON TIUS AND INCLUDED MITEK REFERENCE PAGE MX7473 ray. td,=015 BEFORE USE. , Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not • 1 building design. Bracing Indicated Is to prevent budding of Individual buss web and/or chord members only. Additional temporary and permanent bracing i Q�OfESS10A1 ZH4 Fy2cn C 70068 March 30,2017 AWARNING • VerOy design Fammeters and READ NOTES ON TIUS AND INCLUDED MITEK REFERENCE PAGE MX7473 ray. td,=015 BEFORE USE. , Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �- a truss system. Before use, the building designer must vasty the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent budding of Individual buss web and/or chord members only. Additional temporary and permanent bracing Mire k' - Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPII Quality Criteria, DSB.69 and BCSI Building Component 250 Klug Circle SafetyIMormatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job - . ' SPACING- 2-0-0 Truss Type Qty PLATES John Christofferson (Roof Snow --20.0) - rV5 TC 0.23 Vert(LL) n/a n/a 999 [ly, K3023781 160921 Valley 1 1 250 Klug Circle BCLL Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 5 n/a n/a Job Reference(ontionall u mann rmnuoi, wumny d.ulu 5 Apr zu zul o MI I eK InausmeS, Inc. I nu Mar 3u 17:37:56 2017 Pagel ID:OgOeCkOwToRkP4RwmXW_pxz8MsS-CSsCdg3ZbOnN_KoKgaIPATcBFNCOOTOfBdZTMLzVgYv 10.7-13 - 21-3-11 10-7-13 10-7-13 ` Scale c 1:33.9 4x4 = 3.00 12 3 4x4 _ 9 8 , 7 6 4x4 4x4 = 2x4 II . 2x4 II 2x4 II LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.23 Vert(LL) n/a n/a 999 MT20 220/195 10) TCLL 10.0 Lumber DOL 1.15 BC 0.14 Vert(CT) n/a n/a 999 250 Klug Circle BCLL Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 5 n/a n/a BCDL 0.0 Code IBC2015/TPI2014 Matrix -S Weight: 61 Ib FT = 20% LUMBER- BRACING- ' TOP CHORD 2X4 DF No. I&BV G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&BV G BOT CHORD . Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2X4 DF No. 1&BV G s REACTIONS. All bearings 21-1-11. (lb) - Max Horz 1=26(LC 13) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 5, 7, 9, 6 Max Grav All reactions 250 Ib or less at joint(s) 1, S. 7 except 9=497(LC 18), 6=497(LC 19) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-9=373/137, 4-6=373/137 NOTES - 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; save=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 1-3-0 to 4-3-0, Interior(1) 4-3-0 to 10-7-13. Exterior(2) 10.7-13 to 13-7-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf--20.0 psi (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 1, 5, 7, 9, 6. Q�pFESS1O/V ZH,q� Fp C 70068 , *\18 l* • March 30,2017 AWARNING - Verily design parameters and READ NOTES ON TMS AND INCLUDED WTEK REFERENCE PAGE MX7473 rte., 10/011016 BEFORE USE. Design valid for use only with MrrekO 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 ANSIITPII Quality Criteria, OSB -89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty John Christofferson TCLL' 20.0 SPACING- 2-0-0 CSI. 136L. �Pty K3023782 160921 V6 Valley 1 1 MT20 220/195 10) TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(CT) n/a - - n/a 999 Job ReferenCe o Uo a n.00na .........euun.y 7-11-13 7-11-13 N 3.00 12 ts.ulu S Apr zu zulb MI I eK Inaustnes, Inc. Thu Mar 30 17:37:57 2017 Pagel I D:OgOeCkOwToRkP4RwmXWpxz8MsS-gePar?3CMJvEbUNWEIYeig9F2nVb7wXoPHIOunzVgYu 15-11-11 7-11-13 ' Scale = 1:25.3 4x8 = 2 4x4 .4 ' -4x4 zZ 2x4 II 0-0.0 15-11-11' GAI-0 15-10-11 i LOADING (psf) • M (Tek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 TCLL' 20.0 SPACING- 2-0-0 CSI. 136L. in (loc) Vdefj L/d PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.42 Vert(LL) n/a n/a 999 MT20 220/195 10) TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(CT) n/a - - n/a 999 ' Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 BCDL BCD100 Code IBC2015ITP12014 Matrix -S Weight: 42 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 640-0 oc purlins. BOT CHORD , 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No.%Btr G REACTIONS. (Ib/size) 1=226/15-9-11 3=226/15-9-11 4=626/15-9-11 Max Horz 1=19(LC 13) Max Uplift 1=-43(LC 10), 3=-45(LC 11), 4=-67(LC 14) Max Grav 1=236(LC 18), 3=236(LC 19), 4=626(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=430/172 NOTES - 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 1-3-0 to 4-3-0, Interior(1) 4-3-0 to 7-11-13, Extedor(2) 7-11-13 to 10-11-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 I 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle $6-0 tall by 2-0.0 wide will rd 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 atjoint(s) 1, 3, 4. r Q�pFESS101V ZHgo �yc2m C 7g0�066 8 1t . March 30,2017 AWARNING - Varity design parameters and READ NOTES ON THIS AND INCLUDED 49TEK REFERENCE PAGE MI11-7472 rev. 10/07/2015 BEFORE USE. i. Design valid for use only with MIT09 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 Intothe overall building design. Bracing Indicated is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is ahvaya required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the • M (Tek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Al 2_0 2-0 -lo - IT m .. _ m.,MI 2-00-00 s 3n®dd�y A2 2-00-00 i i V2 2-0 V3 Iola JNla-lln8 A2 V4 A2A f. V5 A2A V6 A2A--] V7 A2A , A2A A3 - MA A4_. _------ _____---- - - — — --- — — -- --- - -- - - - — ---.. ___ _ I V1 2_0 2-0 -lo - IT m .. _ m.,MI 2-00-00 s 2-00-00 i i V2 2-0 V3 V4 f. V5 V6 V7 t I 2_0 2-0 -lo - IT m .. _ m.,MI 2-00-00 s 2-00-00 'a 2-0 -00 2-06-00 1 iP 2-00-00 2-00-00 =o =e 1-0 -15 =oo�g:,i �� 5 A Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X -bracing, is always required. See BCSI. �'y16 c1-2 c2-3 2. Truss bracing must be designed by an engineer. For T T 4 p WEBS cig = s��� pO V ' of wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. = 3. Never exceed the design loading shown and never s'°� � Q- U stack materials on inad uate braced sses. inadequately trusses. F- p 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6designer, For 4 x 2 orieritation, locate erection supervisor, property owner and BOTTOM CHORDS plates 0- 'lid' from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from " Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request NUMBERSILETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 X 4 width measured perpendicular ESR -1311, ESR -1352, ESR1988 responsibility of truss fabricator. General practice is to T to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to Slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss Unless otherwise shown. inall respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSl1TPI 1 section 6.3 These truss designs rel on lumber values g y 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or atter 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. Elmenvironmental, @ - - 18. Use of green or treated lumber may pose unacceptable health or performance risks. Consult with Industry Standards: N 1 project engineer before use. ANSUTPII: 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: Building Component Safety Information, ® MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSVTPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet MII-7473 rev. 10/03/2015 AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS MII-WEBBRACE =00 0 00 0 00 L" -=M MiTek USA, Inc. D a A MITek Amllots MiTek USA, Inc. Page 1 of 1 .Bay size shall be measured in between the centers of pairs of diagonals. MAXIMUM TRUSS WEB FORCE (Ibs.) (See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. me Qv1�}�11ir(Krt� fbd$ hYt6 a WM "M"yIIIHB WDED IIDTEK REFERENCE PAGE MI1.7473 row. 10N7R015 BEFORE USE. ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A A B C D A B C D C D MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT 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 fabrkation, storage, delivery, erection and bracing of trusses and truss systems, See ANSI/Tall Quality Criteria, OSB -89 and SCSI Building Component SafetyIAformation available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 10'-0" 1610 1886 18882829 Corona, CA 92880 3143 3143 4715 B 12'-0" 1342 1572 1572 2358 4715 7074 C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 13472021 `?�'7:IY' 14'-0" 1150 1347 D .si��.•>: 7, REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. S. TABULATED VALUES ARE BASED ON A DOL =1.15 16'-0" 1006 1179 1179 1788 =' '!r'" 2358' 2358 3538 Y'�" J" ' •:� °`t" 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 1886 1888 2829 .Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24" O.C. ONLY, MITEK "STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. 8, 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" _T TCI ICC aanr•INn ,ui ei�nu n_i,�ne nun eenn„rr ener-,c,nnrr+u / TRUSS WEB MEMBERS CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) Qq�OF ESSfON �ERRI<< 6glF2 LU1Q S 6332;0c L *� EXP. 6130/2018 �* This information is provided as a recommendation to assist in the v� GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE me Qv1�}�11ir(Krt� fbd$ hYt6 a WM "M"yIIIHB WDED IIDTEK REFERENCE PAGE MI1.7473 row. 10N7R015 BEFORE USE. ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not 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 buil0ing design. Bracing Indicated Is to prevent buckling of Individual truss web endlor chore members only. Additional temporary and permanent bracing Is for MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT 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 fabrkation, storage, delivery, erection and bracing of trusses and truss systems, See ANSI/Tall Quality Criteria, OSB -89 and SCSI Building Component SafetyIAformation available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. (0.13194.5") FOR 1X4 BRACES, 2.1 ad (0.131'x 3") FOR 2x3 and 20 BRACES, AND 3-104 (0.131'x.1') FOR 2x8 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131"X2.5") NAILS FOR 10 LATERAL BRACES, 250 Klug Circle . Corona, CA 92880 2-10d (0.131'x3") NAILS FOR 20 and 2x4 LATERAL BRACES, AND 3-1Dd (0.131'x3") FOR 2xB LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. e. 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 SCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING S BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. wwn/.sbdndustry.com and w—tpinst.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7, REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. S. 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. 8, 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" _T TCI ICC aanr•INn ,ui ei�nu n_i,�ne nun eenn„rr ener-,c,nnrr+u / TRUSS WEB MEMBERS CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) Qq�OF ESSfON �ERRI<< 6glF2 LU1Q S 6332;0c L *� EXP. 6130/2018 �* This information is provided as a recommendation to assist in the v� requirement for permanent bracing of the individual truss web December 21,2016 members. Additional bracing may still be required for the stability me Qv1�}�11ir(Krt� fbd$ hYt6 a WM "M"yIIIHB WDED IIDTEK REFERENCE PAGE MI1.7473 row. 10N7R015 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 boas system. Before use, the building designer must vedly the applicability of design parameters and property Incorporate this design Into the overall buil0ing design. Bracing Indicated Is to prevent buckling of Individual truss web endlor chore members only. Additional temporary and permanent bracing Is for MiTek* always required stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrkation, storage, delivery, erection and bracing of trusses and truss systems, See ANSI/Tall Quality Criteria, OSB -89 and SCSI Building Component SafetyIAformation available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 ` AUGUST 1, 2016 T -BRACE / I -BRACE DETAIL Mil - T -BRACE �J�� O MiTek USA, Inc. Page 1 of 1 Note: T -Bracing / I -Bracing to be used when continuous lateral bracing 0 0o is impractical. T -Brace / I -Brace must cover 90% of web length. Uu=a Note: This detail NOT to be used to convert T -Brace / I -Brace MiTek USA, Inc. webs to continuous lateral braced webs. D I a Brace Size A MRak Atallete Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1x6 10d (0.131" X 3") 8" o.c. 2x4 or 2x6 or 2x8 16d (0.131" X 3.5") 8" o.c: Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) Web Size 2x3 or 2x4 2x6 2x8 for One -Ply Truss Specified Continuous Rows of Lateral Bracing 1 2 1x4 (`) T -Brace 1x4 (") I -Brace 1x6 T -Brace 2x6 I -Brace 19vA T -Brace 2x8 1 B - race Nails Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x41 -Brace WEB k 2x6 2x6 T -Brace 2x61 -Brace —A 2x8 2x8 T -Brace IM I -Brace k Nails Section Detail T -Brace Nails T -Brace / I -Brace must be same species and grade (or better) as web member. (') NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress Web I -Brace rated boards with design values that are equal to (or better) the truss web design values. IICC For SP truss lumber grades up to #2 with 1X bracing material, use IN198MM r1a&Mrace 2%RN1N0 - Verify design parameters and READ NOTES rev. Designvalid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an IndWual building component, not e truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 buss systems, see ANSVTPI1I quality Crtterla, DSB.89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 31$ Alexandria, VA 22314. Corona, CA 92880 AUGUST 1, 2016 L -BRACE DETAIL MII - L -BRACE MiTek USA, Inc. Page 1 of 1 �/ as 0 00 0 00 a MiTek USA, Inc.WMMM A MRek AI911He Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d 0.131" X 3" 8" D.C. 2x4, 6, or 8 16d (0.131" X 3.5") 8" D.C.' Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) . ME 1 Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. L -Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 2x6 2X8 2X8 www DIRECT SUBSTITUTION NOT APLICABLE. QROF ESS/pN RRIC( CIO c L10 o S 6332 ;0 M P. 6/30/2018 L -Brace Size * for Two -Ply Truss r'0FCALW Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 www 2x6 2x6 *** 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. December 21,2016 Web ■dA!' �ia�F�,e„.�rSrpRrGlk910.e�&d416k �oAOE MIF7Q9 10109/7016 BEFORE • rev. USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters drown, and Is for an IndMdual building component, not e buss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for MiTek 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 ANSbTP11 quality Crlterla, DSS -89 and SCSI Building Component safety IMormatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - 250 Klug Circle Corona, CA 92880 Job s Truss Type Qty Pty John Christofferson , rV77J SPACING- 2-0-0 CSI. K3023783 160921 'GABLE (Roof Snow --20.0) 1 1 TC 0.14 r 6c I, ,.wAn• -..A-11... n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL Job e ere ce o 'o e •••""^•'•"•^"•'••�`��^ro o.e70 s Apr 2020i6 MIIek industries, inc. Thu Mar 301 r:3r:ws 2011 Pagel I D:OgOeCkOwToRkP4RwmXW_pxz8MsS-8rzy2L4g7d14Deyin?3tFuhUCBuWsN4xex2aRDzVgYt 5-3-13 10-7-11 5313 5313 Scale= 1:17.1 4x4 = 3.00 12 2 7 d 4 2.5x5 2x4 II _ 2.5x5 Zl- i DING (ps20 • Design valid for use only with Waite connectors. This design Is based only upon parameters shown, and is for an Individual building component, not , TOL 0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP , (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 3 n/a n/a BCDBCDL 10.0 Code IBC2015/TPI2014 Matrix -S Weight: 27 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btf G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2X4 DF No.1 &Btr G REACTIONS. (Ib/size) 1=136/10-7-11 3=136/10-7-11 4=378/10-7-11 Max Horz 1=12(LC 12) Max Uplift 1=26(LC 10), 3=28(LC 11), 4=-40(LC 14) Max Grav 1=140(LC 18), 3=140(LC 19), 4=378(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) of less except when shown. WEBS 24=260/139 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 1-3-0 to 4-3-0, Interior(1) 4-3-0 to 5-3.13, Exterior(2) 5-3-13 to 8-3-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (Oat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. , 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Td between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. Q�OFESSION,Z ZH40 y C 70068 < AV March 30,2017 AWARNING - Verily design parameters and READ NOTES ON TWS AND INCLUDED N1TEK REFERENCE PAGE NO -7473 raw. I &&015 BEFORE USE. • Design valid for use only with Waite 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 buciding 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 fabricaton, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component information 250 Klug Circle Safety available from Truss Plate Institute, 218 N. lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 AUGUST 1, 2016 SCAB -BRACE DETAIL MII-SCAB-BRACE u�� V MiTek USA, inc. Page 1 of 1 Note: Scab -Bracing to be used when continuous 0 00 n lateral bracing at midpoint (or T -Brace) is �j impractical. MiTek USA, Inc. Scab must cover full length of web +/- 6". AMITek Amllate THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x_ SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (0.131"X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 lbs r MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE2x4 MINIMUM WEB SIZE 1\ MINIMUM WEB GRADE OF #3 Nails Section Detail ti ®E Scab -Brace A Web Ll o S 6332 z fr XP..V0/2018 � OF CAU December 21,2016 A WARNINOWeAryhOriM�nSp�6✓I�MP@IREI(✓}SR91r�bQlt91L701b • BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss System. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buclding of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is for MiTek always required stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSU'TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 AUGUST 1, 2016 Standard Gable End Detail Mll-GE130-SP MiTek USA. Inc. Pane 1 of 9 1�Il�l�l a MiTek USA, Inc. GIN D B D O A MRek Amllate DIAGONAL BRACE Typical _x4 L -Brace Nailed To 2x Verticals W/1 Old Nails spaced 6" D.C. Vertical Stud SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Vertical Stud Stud Spacing (4) - 16d Nails DIAGONAL 2x4 L -Brace �CE 2 DIAGONAL BRACES AT 1/3 POINTS 16d Nails a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall Spaced 6" o.c. i2x4tud (2) - 10d Nails into 2x6 Stud or 4-5-6 2x4 No.2 of better 8-0-15 Typical Horizontal Brace 2x4 SP No. 3 / Stu Nailed To 2x Verticals SECTION A -A w/(4) -10d Wails 5-5-6 74-1 12 Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. *DRAWI E INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH NGS FOR DESIGN CRITERIA (5)- 10d NAILS. (4) - 8d (0.131" X2.5") NAILS MINIMUM, PLYWOOD3x4 = SHEATHING TO 2x4 STD SPF BLOCK * - Diagonal Bracing ** - L -Bracing Refer Refer to Section A -A to Section B -B NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. 11. NAILS DESIGNATED 10d ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") Roof Sheathing 24" Ma Max. Diag. Brace at 1/3 points if needed Minimum Stud Size Species and Grade Stud Spacing Without Brace 1x4 L -Brace 2x4 L -Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 1/3 POINTS Maximum Stud Length a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall 2x4 SP No. 3 / Stu( 12" O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 2x4 SP No. 3 / Stu 16" O.C. 1 3-8-0 3-104 5-5-6 74-1 11-0-1 2x4 SP No. 3/Stu 24" O.C. 1 3-0-10 3-1-12 4-5-6 6-1-5 9-1-15 Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MEAN ROOF HEIGHT = 30 FEET :GORY II BUILDING )SURE B or C : 7-98, ASCE 7-02, ASCE 7-05 130 MPH End Wall Ml�sp Od NAILS • / 2x6 DIAGONAL BRACE SPACED 48" O.C. / ATTACHED TO VERTICAL WITH (4) -16d NAILS AND ATTACHED TO BLOCKING WITH (5)- 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) 13 (LS 6332 Lu P. 6/30/2018 December 21,2016 .� Was BEFORE USE. Design valid for use only with MrrekG connectors. This design is based only upon parameters shown, and is for an Individual building component, not Wit a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is MiTek' always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, DSB-09 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandda, VA 22314. 250 Klug Circle Corona, CA 92880 AUGUST 1, 2016 LATERAL TOE -NAIL DETAIL MII-TOENAIL 00 ® MiTek USA, Inc. Page 1 of 1 NOTES: I SP TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER 0 00 AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 0 00 2, THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH n AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. U 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES MiTek USA, Inc. FOR MEMBERS OF DIFFERENT SPECIES. z O SQUARECUT ymBYvnlm 85.6 A MIfek Affiite SIDE VIEW SIDE VIEW 63.4 (2x4) (2x3) .162 3 NAILS 2 NAILS VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ----i FAR SIDE NEAR SIDE - i FAR SIDE SIDE VIEW (M) 4 NAILS NEARSIDE ---� FAR SIDE NEAR SIDE ---a FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE December 21,2016 TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. I SP DF HF SPF SPF -S 0 .131 88.1 80.6 69.9 68.4 59.7 z O .135 93.5 85.6 74.2 72.6 63.4 J .162 118.3 108.3 93.9 91.9 80.2 C7 .128 84.1 769 66.7 65.3 57.0 z J .131 88.1 80.6 69.9 68.4 59.7 N .148 106.6 97.6 84.7 82.8 72.3 of 0 20 73.9 67.6 58.7 57.4 50.1 z O .128 84.1 76.9 66.7 65.3 57.0 0 131 88.1 80.6 69.9 68.4 59.7 co .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ----i FAR SIDE NEAR SIDE - i FAR SIDE SIDE VIEW (M) 4 NAILS NEARSIDE ---� FAR SIDE NEAR SIDE ---a FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE December 21,2016 4 AUGUST 1, 2016 Laa 0 00 0 00 a TRUSSED VALLEY SET DETAIL (BEVELED BOTTOM CHORD) MiTek USA, Inc. GABLE END, COMMON TRUSS WMMUIOR GIRDER TRUSS A MrTak Afrillate M11-VALLEY2 MiTek USA, Inc. Page 1 of 1 NOTE: VALLEY STUD SPACING NOT TOTAL TOP CHORD LOAD = 65 PSF (MAX) TO EXCEED 48" O.C. SPACING D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 110 MPH WIND ASCE 7-10 (MWFRS) 140 MPH WIND This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P 12 13 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE -NAILS SEE DETAIL' A, B, OR C BELOW (TYP.) GABLE END, COMMON TRUSS OR GIRDER TRUSS 9 12 • 11 10 BEVEL VALLEY TRUSS BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO SECURE VALLEY TRUSS BASE TRUSS W/ W/ USP RT7 OR (2) 16d TOE -NAILS EQUIVALENT DETAIL A I DETAIL B (BASE TRUSSES SHEATHED) (NO SHEATHING) 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL'DESIGN DRAWINGS. ` 5. ALL NAILS TO BE (0.131"X 3.5') NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE DETAIL C (NO SHEATHING) December 21,2016 ' 'IYMW1/ADWArt9'aesrplf�dRE77DN0768aRVWC HINC11uoEDJtEFPG IICEP/lei llllP7lOgdVM. 1Q/Mo,5BEFoREusE , --- i h q -- --- -- --- -- --- -- li n u u u u u ii u n n n u u --- li ri -- --- it i, ' li ii n n n u ili li n n li n n l ii building design. Bracing Indicated Is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing Is for MITek• always required stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabAcation, storage, delivery, erection and bracing o1 trusses and truss systems. see ANSVTPN Quality Criteria, DSB•89 and SCSI Building Component Salley Information avallable from Truss Plate Institute, 218 N. Lee Sleet, suite 312, Alexandria, VA 22314. VALLEY TRUSS �i TYPICAL BASE TRL TYPICAL (24" O.C.) LL L VALLEY TRUSS TYPICAL 5 (24" O.C.) This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P 12 13 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE -NAILS SEE DETAIL' A, B, OR C BELOW (TYP.) GABLE END, COMMON TRUSS OR GIRDER TRUSS 9 12 • 11 10 BEVEL VALLEY TRUSS BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO SECURE VALLEY TRUSS BASE TRUSS W/ W/ USP RT7 OR (2) 16d TOE -NAILS EQUIVALENT DETAIL A I DETAIL B (BASE TRUSSES SHEATHED) (NO SHEATHING) 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL'DESIGN DRAWINGS. ` 5. ALL NAILS TO BE (0.131"X 3.5') NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE DETAIL C (NO SHEATHING) December 21,2016 ' 'IYMW1/ADWArt9'aesrplf�dRE77DN0768aRVWC HINC11uoEDJtEFPG IICEP/lei llllP7lOgdVM. 1Q/Mo,5BEFoREusE , Design valid for use only with MITeh® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��• e buss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing Is for MITek• always required stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabAcation, storage, delivery, erection and bracing o1 trusses and truss systems. see ANSVTPN Quality Criteria, DSB•89 and SCSI Building Component Salley Information avallable from Truss Plate Institute, 218 N. Lee Sleet, suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 CT rl 6e c` a k.g ge Q fillIle e�QNil 9 0 to m- 0 4 11 of Ila 1 till 31 till11111 J111$1s B Ep ev Ilk '*10 Yyy aa'�� a� �� 4 SFS11E5 At. to 9 $ E fill H I H 8 a R ayy9� e 46 48 a jail fall ' H g s SAB �, B �� �•g a � e slug � $�� $ B $w al�E it t4oAaq g � 1 11 11 �! , � � f^O 4 11 Ila Ink 0 0 aall 10 .� i JJYYII � g B 6 +�� "�'e$"9 ���i i � u �� �i a �� �•`•.ar. ��� �: �'m�E c rs- ",1 ��4. e MCI sit At lilt 11 lit all 418 .&uA $mtle• �:®A�9'e�a39a �� E� ��3 39e a7 lg aa.x3eJk+, r_ 't `3#^: t s1 C3ARY HAWKS �V S A F=1 C (530) 892-2700 3045 Ceres Avenue, Suite 135 Fax (530) 893-0532 Chico, CA 95973 info@ghachico.com April 4, 2017 ; BUTTE Butte County ooh Building Division 7 County Center Drive APR O 5 2017, Oroville, CA 95965-3397 DEVELOPMENT SERVICES RE: Christofferson Residence 1804 6th Street . Oroville, CA 95965 BUTTE COUNTY r BUILDING DIVISION GHA Job#: 17-011, Rev. F AP#: 031-225-008 APPROVED I have reviewed the truss engineering from Meek's Lumber and Hardware for the above-mentioned project.. I have found that the submitted information correctly depicts the loading and design requirements. While these documents have been reviewed to verify compliance with structural criteria, it shall be noted that the verification of exact truss dimensions is beyond the scope of our review and shall be the responsibility of others. .If you have any questions, please feel free to contact my office. Si er ly, • b Gary Hawkins L Architect 1.���r BETTER BUILDERS CONSTRUCTION, INC. John J. Starr, License No. 323225 5263 Royal Oaks Dr., Oroville, CA 95966 Phone (530) 589-2574 Fax (530) 589-2942 April 5, 2017 Butte County Development Services 7 County Center Drive Oroville, CA 95965 Assessor Parcel Number: 031-225-008 Building Permit Number: BI 7-0362 Plan Check #1 Description: Remodel and Addition of House. GENERAL COMMENTS: Revise the Code references on the cover sheet from the 2013 model Codes to be the 2015 model Xdes. Changed as required on cover sheet. S On the Code Analysis include the dwelling and covered area square footage. Indicate existing and new uare feet. Added to the code analysis section. t ARCHITECTURAL COMMENTS: 'Amend the plans to indicate that the floors and walls above bathtubs with installed shower heads and in shower compartments shall be finished with a nonabsorbent surface and such wall surfaces shall extend to a height of not less than 6 feet above the floor. C.R.C. Section R307.2. Added new note section to sheet 6. ,mend the plans to indicate that glazing in the shower to be tempered. C.R.C. Section R308.4. Added "tempered" to door call out on floor, plan. _ .-, Provide smoke and carbon monoxide alarms outside the bedrooms. Added a single smoke/co unit near the center of the hallway on floor plan. It Amend the plans to show how the required 1 inch clearance is maintained between the insulation and 1 the roof sheathing and at the location of the vent. C.R.C. Section R806.3 Expanded the note on Section A -A (Sheet 5). ELECTRICAL COMMENTS YAmend the plans to show that all exterior electrical outlets are water proof. Added note in the electrical section on sheet 6. , Please provide and show the mechanical electrical disconnect and a service receptacle within 25 feet of the Mechanical unit. CEC Art. 210.63 & CMC Section 310 Changed as required on cover sheet.:,/)*'N,- ote on the plans that all luminaries located in wet locations shall be marked, "suitable for wet locations" and all luminaries located in damp locations shall be marked, "suitable for damp locations." CEC Article 410.10(A) Added note to electrical section on sheet 6. heet 6 - where the 2013 CEC is referenced, please reference the 2016 CEC. Changed 3 references to 2016 CEC.' M CHANICAL COMMENTS .Amend the plans to include the following for furnaces located in the attic area. C.M.C. Section 304.4. 'AcIded new block of notes covering all of this in the HVAC note section on sheet 6. A. Appliance shall be accessible thru an opening and passageway not less than the largest component of the appliance, and not less than 22 inches by 30 inches. C.M.C. Section 304.4. B. Where the height of the passageway is less than 6 feet, the distance from the passageway access to the appliance shall not exceed 20 feet measured along the centerline of the passageway. C.M.C. Section 304.4.1 C. The passageway shall be unobstructed and shall have a solid flooring not less than 24 inches wide from the entrance opening to the appliance. C.M.C. Section 304.4.2. D. A level working platform not less than 30 inches by 30 inches shall be provide in front of the service side of the appliance. C.M.C. Section 304.4.3. E. A permanent 120 -volt receptacle outlet and a lighting fixture shall be installed near the appliance. The switch controlling the lighting fixture shall be located at the entrance to the passageway. C.M.C. Section 304.4.4. ENERGY COMMENTS lease list on the cover sheet all Energy requirements for the "Special Feature" and HERS. erification. California Energy Commission, Certificate of Compliance, form CFAR Added note to the cover sheet. �KSheet 6- Indicate that all luminaries installed in residential construction must qualify as "high fluminaires in accordance with Table 150.0-A. 2016 California Energy Code, Section 150.0(k). Edited existing electrical note section accordingly. `1Note on the plans that all lighting control devices and systems, ballasts, and luminaries must meet the applicable requirements of Section 110.9. Edited existing electrical note section accordingly. At outdoor lighting, amend the plans to show all lights permanently mounted to the residential 'building or to other buildings on the same lot are to be Added note to the site plan. A. High efficacy luminaries and B. Controlled by a manual on and off switch and 1. Controlled by a photocell and motion sensor, or 2. Photo control, or 3. Astronomical time clock, or 4. Energy management control system (EMCS). CALGREEN COMMENTS Please provide a bathroom fan complying with the requirements of 2016 CGBC Section 4.506. Please ad this note to the plans. The bathroom exhaust fan shall be controlled with humidistat control capable of adjustment between a relative humidity range of 50% to 80%. Added note to the electrical section on sheet 6. "please provide a Construction Waste Management form. CalGreen Section 4.408. P�Provided with re -submittal. - Please submit a (2016 CalGreen) Residential Mandatory Measures Check list. Ko"vided with re -submittal. STRUCTURAL COMMENTS: 1. Provide truss calculations and details. Provided with re -submittal 2. Specify hangers required at girder truss connections: Added LUS26 hangers in 5 places over the new kitchen extension. 3. Provide verification from the truss manufacturer that the trusses intended to support the new air handler unit have been designed to support the additional load and verify required access and clearances are provided to the unit. Provided with re -submittal. 4. Please provide documentation from the Registered Design Professional verifying he has reviewed the truss calculations and found them to be in conformance with his design of the structure. Provided with re -submittal. Respectfully submitted, John Starr —: President " t -I-- —