Loading...
HomeMy WebLinkAbout040-140-015 (3)r EEICS I . { "TRUSS ENGINEERING CALCULATIONS Green Building Consulting y Langerwerf Residence. : 1203 Durham Dayton Hyw Durham, CA RECEIVED - Job Number:. -1,73976: NOV•2 7 207 TRB AND ASSOCIATES . Ro6f Truss Package _1 j r Wet Sealed' Engineering y " PERMIT# _i'il�#.- 81.7-2=184 BUTTE COUNTY DEVELOPMENT SERVICES 1 1 7� 1 / '" r TR B REVIEWED FOR -• o='n-tau-►►l ODE _IPLOA C f` NOVEMBER 21, 2()17 - R ECH ECT i 'Meek's Truss Y • :. { ' _ 10547 E. Stockton Blvd. .4 REVIEWED m E I k Grove CA 95624FOR COBE coMP<1 (916) 714-5230 DEC V! 2017. ���� _ Fax:. (916) 714=5235 - o TRe Art D Assocl��ES . :� �. � • , �l (—� Com- r Note: See details for Jack Truss, Valley Truss, Purlin .Gable and Bracing Connection details. Job Name: Langerwerf Residence - "A.- k :; ' Green Building. Customer: Address: 1203 Durham, Dayton Hyw Consulting r MEEKS' . City, State: .Durham, .CA Store:' -' .Twin View, CA R Job Numbers:- 173976 Salesman: Jessica McGraw MiTek® A MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 173976 Langerwerf Residence 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: K3930403 thru K3930460 My license renewal date for the state of California is September 30, 2018. ILI • r i � • ., ' 1 _.. CFBSS/o/V .1►.�6:�f�•� e� q4 BUTTE COUNTY �. c 7006,8BUILDING DIVISION * EXP. 9.302018 * f TX CI APPROVED, Fp November 16,2017 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 Ply Langerwerf Residence qq K3930403 173976 Al GABLE 1 r 1 ~ • 3x8 \\ • r - 6 3x8 // I _ ' r, 9.00 12 3x4 • \\ , 5 7 3x4 / 30 \\ - - Job Reference optional) Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 1612:33:46 201.7 Page 1 ID:9RF14fuNEG9SB3plYNFtdXyZlzh-jM5kC9gDTOvpbH4UswagtifcBG NfJb7Oy5oCiylcBp " 1434 •13312 -1.6-0 337 88-1 104.1 1 17-7-8 21.6.8 .7 • , 1-6-0 36.7 31-11 _ 37-15 2-11-11 •._ 2-11-4 311-0 0.&4 • 4x8 11 - ' Scale = 1:56.3 ~ • 3x8 \\ • r - 6 3x8 // I _ ' r, 9.00 12 3x4 • \\ , 5 7 3x4 / 30 \\ - - _ r 3x4 t 3x4 \\ •' ,. • • - R+ - 3x4 // • . ' ^ 3.00 12 8x8 402 II 8 4 3x4 3 •�1 2 • r19 - - t d ' 34 36 37 38 ` 3x4 •_ , 16 3x6 = 12 11 39 10 .40 9 - NAILED - 3x4 = 2x4 II THJA26 15 1435 • 13 4x4 = 7x8 = NAILED ' NAILED 2x4 II - • - 2.4 II NAILED NAILED, , . .. - NAILED „ , , • .(� «. + M 1-9-6 14-8 1-8-7 1-9-1 34-12 Plate Offsets (X Y)-- f2:0-5-0.0-0-01, [4:0-5-0.0-6-81, [5:0-5-0.0-0-121, [7:0-5-0.0-0-121, [11:0-4-0.0-4-81, [17:0-1-9,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI.: DEFL. in (loc) I/deft Ud PLATES GRIP;" TCLL 20.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.01 12 >999 360 MT20 220/195 TCDL. 14.0 Lumber DOL , 1.15 ' BC 0.34 A7, Vert(CT) -0.02 15-16 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(CT) 0.01 9 n/a n/a BCDL 7.0 Code IBC2015fTP12014 Matrix -S' Wind(LL) 0.01 15-16 >999 240 - Weight: 203 Ib FT = 20% _ !UMBER-' % BRACING- - t TOP CHORD 2X6 OF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 4-6,6-8: 2X4 DF No.1 &Btr G 5 except end verticals. • I- I BOT,CHORD 2X6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF Std G OTHERS 2X4 DF,Std G 1 REACTIONS. All bearings 3-8-4 except (jt=length) 2=0-5-8, 13=0-3-8, 10=0-3-8. (lb) - Max Horz 2=186(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 13, 10 except 2=-142(LC 4), 15=-384(LC 8), 9=-162(LC 8), 14=-285(LC 17) Max Grav All reactions 250 Ib or less at joint(s) 14 except 2=426(LC 1), 15=1797(LC 1), 15=1797(LC 1), 9=772(LC _ - 1), 13=301(LC 17), 10=471(LC,18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. + - TOP CHORD 2-3=-537/120, 4-5=-779/198, 7-8=-788/194, 8-9=-694/162 - BOT CHORD 2-16=-75/480, 15-16=-75/480, 11-12=-60/533 r BU T7�r COUNTY WEBS 3-15=-498/102, 4-15=-875/215, 8-11=-47/483, 4-12=-54/535, 5-7=-654/346 ` NOTES -\/'I} �� �' �, - �';; � BUILDING DIVISION 1) Unbalanced Foof live loadshave been considered for this design. 2) Wind: ASCE 7-10; Vult _l15mph (3-sBoon .d gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ss++ww ` ®V �® APPROVED ll; Exp C; ericlosed;'MWFRS (directional);�1 antilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ' x A , LLL��� plate grip DOL=1.60' e" 0*14—j e -y •; - 3) Truss designed for,wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry , Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 1r- 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. - .� ,; lcFEsslov '. �F 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. "ti OQ� ZH '40 4,, 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 ��Cr �M will fit between the bottom chord and any other members. 2 2 8) A plate rating reduction of 20% has been applied for the green lumber members. ! • V C 70068 rr 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 13,10 except (jt=1b) 2=142, 15=384, 9=162, 14=285. 10) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Right Hand Hip) or equivalent at 5-7-14 from the left end to connect truss(es)" T r 9-30 18' to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. e -`. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). _ LOAD CASE(S) Standard - ; ,,� « , November 16,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 rev. 10/032015 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 trussss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall iiDal• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M )Tek•" 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 - ANSVTPIt Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 3 Ylob+ t' Truss Truss Type Qty Ply Langerwerf Residence K3930403 173976 Al GABLE 1 1 Job Reference o tional Meek's Truss, Elk Grove, CA 95624 - 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 1612:33:46 2017 Page 2 • - • ID:9RF14fuNEG9SB3plYNFtdXyZlzh-jM5kC9gDTOvpbH4UswagbfcBG_NfJb7Oy5oCiylcBp LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-68, 4-6=-68, 6-8=-68, 2-9=-14 Concentrated Loads (lb) Vert: 34= -462(B)35= -188(B)36= -188(B)37= -188(B)38= -188(B)39= -188(B)40= -188(B) V 3 � . Y r BUTTE COUNTY r BUILDING DIVISION APPROVED ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE.R• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall i _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component • 250 Klug circle ✓ Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 Job Truss Truss Type Qty DEFL. Langerwerf Residence (loc) I/def! L/d PLATES GRIP �Ply� K3930404 173976 A2 Roof Special 8 1 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 Job Reference o floral Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:33:46 2017 Page 1 I D:9RF14fuN EG9SB3plYN FtdXyZ1 zh-jM5kC9gDTOvpbH4UswagtifbdG_AfHg7Oy5oCiylcSo -1-0-0 6.8-1 14-0-0 17-7-8 21-6-8 1-0-0 6-8-1 7-3.15 3-7-8 3-11-0 5x6 = 5x6 = 3.o0 F12 3x4 = �:��3fiICr�CHrLr iC:�: r r Scale = 1:48.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.09 7-8 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.35 Vert(CT) -0.21 7-8 >809 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(CT) 0.02 7 n/a n/a BCDL 7.0 Code IBC2015frP12014 Matrix -S Wind(LL) 0.01 8 >999 240 Weight: 122 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 OF No.2 G except end verticals. WEBS 2X4 OF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 2=385/0-5-8,9=885/0-5-8,7=583/0-5-8 Max Horz 2=199(LC 11) Max Uplift 2=-132(LC 8), 9=-131(LC 12), 7=-80(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 3-4=-671/118, 4-5=-579/163 BOT CHORD 7-8=-101/462 WEBS 3-9=-785/218, 3-8=-28/437, 4-8=-8/306, 5-7=-623/127 NOTES- 5u OU14 1) Unbalanced roof live loads have been considered for this design. �° ��10� 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C-C,Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 14-0-0, Exterior(2) 14-0-0 to 17-0-0—�.�. ��I� WWi, Y j �D zone; cantilever left and right exposed ;'end vertical left and right exposed;C-C for members and forces & MWFRS for reactions �fjl �V( /� ®\ shown; Lumber DOL=1,60 plate:grip DOL=1.60 r `. Ii,�` 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed -fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,r . will fit between the bottom chord anddany,othef members - 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 7 considers parallel to grain value using ANSlrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except at=1b) 2=132, 9=131. pFESSI0A1 ZHgp F�Lc2 C 70068 *\ EXP. 9-30-2018 J* CIVIL �NQ OF CARL -W . November 16,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE Mil -7473 rev, 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component. not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall ■•Y building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSVTPII Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 f, lob . i Truss Type Qty Ply Langerwerf Residence (loc) ]Truss ' TCLL 20.0 K3930405 173976 A3 GABLE 1 9-10 >994 360 TCDL 14.0 Lumber DOL 1A5 Job Reference (optional) Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:33:48 2017 Page 1 ID:9RFI4fuNEG9SB3plYNFtdXyZ1 zh-gkCVdgT9e9XrbEs_Kc8y7kwD3i477XPsGavH bylcBn -180 3-6.7 6.8.1 I 10-0-1 14-0-0 17 8 21-s 18{I 387 3-1-11 3-7.15 37-15 3-7.8 3-11-0 5x6 = 2x4 11 5 — Scale = 1:51.7 3x6 II 4x5 — 3x6 II 8x8 = 3x6 II 8x8 = 3x5 II 3x6 II LUS24 3x6 II Special Special LUS24 p Special p Special LUS26 • 6tt-0 LUS24 3874S8 SB•4 681 10-0-7 1480 17-7-8 21.6-8 36-7 11.1 1.2.12 11-13 3-57 37-15 3.7.8 311-0 LOADING (psf) SPACING- 2-0-0 CSI. BOT CHORD DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.02 9-10 >994 360 TCDL 14.0 Lumber DOL 1A5 BC 0.20 Vert(CT) +-0.06 9-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(CT) ' 10.01 -1' 81 1 n/a n/a BCDL 7.0 Code IBC2015rrP12014 Matrix -S - j Wind(LL) 0.027_10, >999 240 LUMBER - TOP CHORD 2X6 DF No.2 G BOT CHORD 2.0 RigidLam LVL 1-1/2 x 7-1/4 "Except' 8-9:2X8 DF No.2 G WEBS 2X4 DF Std G OTHERS 2X4 DF Std G O N PLATES GRIP MT20 174/154 Weight: 419 Ib FT = 20% a • BRACING. 11' 1 TOP CHORD; ; , Structural wood sheathing directly applied or 6-0-0 oc purlins, except end Jerticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. S REACTIONS. All bearings 0-3-8 except (jt=length) 2=0-5-8, 8=0-5-8. (lb) - Max Horz 2=193(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-132(LC 21), 8=-586(LC 8), 13=-417(LC 20), 12=-823(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 13 except 2=354(LC 1); 8=3881(LC 2), 12=5254(LC 1), 12=5254(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) of less except when shown. TOP CHORD 3-4=-2745/442, 4-5=-2502/470, 5-6=-2503/471, 6-7=-3230/520, 7-8=-2990/467 BOT CHORD 11-12=-388/115, 10-11=-308/2116, 9-10=-322/2504 WEBS 3-12=-3065/517, 3-11=-385/2685, 5-10=-472/2645, 6-10=-846/199,6-9=-191/953, 7-9=-338/2529 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 1 1/2x7 1/4 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 10 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 Ib uplift at joint 2, 586 Ib uplift at joint 8, 417 Ib uplift at joint 13 and 823 Ib uplift at joint 12. t BUTTE COUNTY BUILDING DIVISION APPROVED QfypFESSIOA/q/ C 70068 *\ ' J / / /* November 16,2017 ,& WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing , e Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the e e iTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPl1 Quality Criteria, DSB-09 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880, Job — Truss Truss Type • Qty Ply Langetwerf Residence ' � K3J30405 173976 A3 GABLE 1 Job Reference(optional) -' k, Meek's Truss, Elk Grove, CA 95624 I 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:33:48 2017 Page 2 y ID:9RF14fuNEG9SB3p1YNFtdXyZlzh-gkCVdgiT?e9XrbEs Kc8y7kwD3i477XPsGavHbylcBn NOTES - 12) Use Simpson Strong -Tie LUS26 (4-SD9112 Girder, 4-SD9212 Truss, Single Ply Girder) or equivalent at 6-7-0 from the left end to connect truss(es) to front face of bottom chord. 13) Use Simpson Strong -Tie LUS24 (4-SD9112 Girder, 2-SD9212 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 8-6-4 from the left end to 12-6-4 to connect truss(es) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. , 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 953 Ib down and 148 Ib up at 14-6-4, 953 Ib down and 148 Ib up at 16-6-4, and 953 Ib down and 148 Ib up at 18-6-4, and 954 Ib down and 148 Ib up at 20-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) r• - Vert: 1-3=68, 3-5=-68, 5-7=-68, 2-8=-14 , Concentrated Loads (lb) r Vert: 11=-814(F) 12=-1009(F) 34=-852(F) 35=-854(F) 36=-929(F) 37= -929(F)38= -929(F)39= -930(F) M i ou DIV15ooN 4 V10 !_:111VV1 • i ,&WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE M11-7473 rev. IOM312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and Is for an individual building component, not • , .- ' �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall' s building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • • - fabdeation, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle ' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. • Corona, CA 92880 "r`i • ,Job q Truss Truss Type Qty Ply Langerwerf Residence Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. �,� �,M 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 K3930406 ' 173976 B1-2000 GABLE I � 1` n L * E .9-30-2 18 Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 1. plate grip DOL=1.60 5) Truss designed for loads in the the truss For to to the face), Standard Industry wind plane of only. studs exposed wind (normal see Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Job Reference o tional Meek's Truss, Elk Grove, CA 95624 - 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:33:56 2017 Page 1 I D:9RF14fuNEG9SB3plYNFtdXyZ 1 zh-RHhW IaoU659PoprPS010Hp3KAl RI?rtbiV W KZ7ylcBf r1-6-Oi 3.52 6-58 , 9-7-12 13-11-4 18-2-13 22-6.6 27-1-15 32-1-0 1.6-0 3-52 3-0-6 3-2-4 4-3-9 4-3.9 4-3-9 4-7-9 4-11-1 7x8 i 5x12 \\ 9.00 12 3x4 \\ 3x4 \\ 7 3x8 \\ 3x4 \\ 3x4 \\ 7 = 6 4x6 II 3x8 \\ i 8 9 3x8 // 10 3x4 w 3x4 3x8 // 4x10 II 11 3x4 // 3x4 // n I�� r rr 011 =0''I 129 3x4 4 N ri 2 II a I � N N g 70 3x4 = 25 24 63 23 22 21 20 19 �6 17 16 15 614 71 7372 3x4 3x6 = 3x4 = 64 653x4 = 2x4 117x8 = 3x87= 3x4 =2x4 II 2x4 II 2x4 II 2x4 II 2x4 11 2x4 II 2x4 II 2x4 II 2x4 11 2x4 11 2x4 11 Special 2x4 11 3-52 3-0.6 3-0-80-1- 2 4-3-9 1-9.8 2-6-1 3-8-11 Scale = 1:94.1 LOADING (psf) SPACING- 2-0-0 CSI. f DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 24-25 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.21 Vert(CT) -0.04 24-25 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.19 HorACT) 0.01 13 n/a n/a BCDL 7.0 Code IBC2015/TP12014 Matrix -S Wind(LL) 0.01 24-25- >999 240 Weight: B43 Ib FT = 20% LUMBER- 'BRACING - TOP CHORD 2X6 DF No.2 G `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 5-9,9-12: 2X4 DF No.1&Btf G { except end verticals, and 2-0-0 oc puffins (6-0-0 max.): 4-5. BOT CHORD 2X6 DF No.2 G BOT CHORD rt 'Rigid ceiling directly applied or 6-0-0 oc bracing. r* - WEBS 2X4 DF Std G , i ; -JOINTS 1 Brace at Jt(s): 26 OTHERS 2X4 DF Std G `. (;� j<�,a J� REACTIONS. All bearings 12-5-8 except (jt=length) 2=0-5-8, 13=Mechanical, 16=0-3-8, 16=0-3-8.6 It (lb) - Max Horz 2=330(LC 24) Max Uplift All uplift 100 Ib or less at joint(s) 20, 18, 21 except 2=-339(LC 17), 19=-201(LC 26),23=-822(LC 25),22=-243(LC 25),13=-762(LC 26),17=-169(LC ' 50), 16=-201(LC 25) Max Grav All reactions 250 Ib or less at joint(s) 20, 17, 18, 21 except 2=720(LC 1), 19=720(LC 1), 23=1785(LC 1), 23=1785(LC 1), 22=477(LC 1), 13=1119(LC 33), BUTTE COUNTY 16=808(LC 1), 16=808(LC 1) X21 � J FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUILDING DIVISION TOP CHORD 2-3=-1472/806,3-4=-1254/674.4-5=-551/559, 5-6=-984/769; 6-7=-857/696, 73/550. BOT CHORD 2-25=5804/1378, 24-25=10-11=457/429,11-12=-809/618,12-13=-1024[753 625/1378, 23-2409530/1128, 22-23 4 03/323, 21-22=-473/521, APPROVED 20-21=-428/476, 19-20=-342/390, 18-19=-381/403, 17-18=-349/371, 16-17=-266/288, 14-15=-230/453, 13-14=-353/347 WEBS 3-24=-266/102, 4=24=-161/840, 4-23=-1687/507, 5-23=-828/679, 5-22=-531/706, 6-22=-493/409, 6-19=-288/328, 7-19=-540/302, 7-27=-202/270, 15-27=-216/276, 15-29=-492/435,11-29=492/446,11-14=-437/476,12-14=-557/793, 8-10=-215/260 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows' 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. �OFESSIQN Q 4� ZH4 Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. �,� �,M 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 V C 70068 ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. _, W 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; eave=oft; Cat. * E .9-30-2 18 Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Truss designed for loads in the the truss For to to the face), Standard Industry wind plane of only. studs exposed wind (normal see Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 9 O L\F 6) Provide adequate drainage to prevent water ponding. 7) All plates are 1.5x4 MT20 unless otherwise indicated. November 16,2017 A WARNING - Verify design. parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW fabrication, 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 ANSVIPII Quality Criteria, DSB-09 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type City Ply Langerwerf Residence K3930406 173976 81-2000 GABLE 1 Job Reference (optional) Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 1612:33:56 2017 Page 2 ID:9RF14fuN EG9SB3plYN FtdXyZl zh-RHh W IaoU659PoprPS010Hp3KAI Rl?rtbiV W KZ7ylcBf NOTES - 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Refer to girder(s) for truss to truss connections. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 18, 21 except (jt --lb) 2=339, 19=201, 23=822, 22=243.13=762,17=169.16=201. 14) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 32-1-0 for 62.3 plf. 15) Graphical pudin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 769 Ib down and 182 Ib up at 6-5-8, 182 Ib down and 45 Ib up at 8-6-4, 182 Ib down and 45 Ib up at 10-6-4, 182 Ib down and 45 Ib up at 12-6-4, 182 Ib down and 45 Ib up at 14-6-4, 182 Ib down and 45 lb up at 16-6-4, 182 Ib down and 45 Ib up at 18-6-4, 182 Ib down and 45 Ib up at 20-6-4, 182 Ib down and 45 Ib up at 22-6-4, 182 Ib down and 45 Ib up at 24-6-4, 182 Ib down and 45 Ib up at 26-6-4, .. and 182 Ib down and 45 lb up at 28-6-4, and 182 Ib down and 45 Ib up at 30-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=68, 4-5=-68, 5-9=-68, 9-12=-68, 2-13=-14 Concentrated Loads (lb) Vert: 19=-182(B)24=-769(B)15=-182(B)21=-182(8)63=-182(B)64=-182(B)65=-182(B)66=-182(B)67=-182(8)68=-182(B)70=-182(B)71=-182(B)72=-182(B) TTE COU14V sv p�v�s►o� BUILDING D ppR®, A vE- E '•)dam a 1 • r AWARNING - Verify design paramoten and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' � a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Dal' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is atways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 ,Job qr Truss Truss Type Qty Ply Langerwerf Residence K3930407 173976 82 Roof Special 1 1 Job Reference (optional) MeeK's I runs, EIx Grove, GA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:33:58 2017 Page 1 ID:gRF14fuNEG9SB3plYNFtdXyZ l zh-NfpGjFpkeiQ627?nZRoUM E9aD50wThDu9p?Rd?ylcBd 1.6.0 4.9-0 B-5-8 143.12 165-1 22.6.6 27-1-15 32-1-0 1+ 4.9-0 3-8-4 1-10-4 6.1-5 6-1-5 4-7-9 4-11-1 ai- 5x6 = 7 3x4 = - 14 13 12 19 11 20 21 10 3x4 = 5x6 = 3x8 = 3x5 = 793-12 65-8 950, 165.1 22.6-6 32-10 10 6sa 1-0-0' 61-s 61-s x5 Scale = 1:75.2 Plate U775eI5IA. T 1-- I IL:U-3-U,V-3-Uj LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.28 10-11 >942 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.68 Vert(CT) -0.56 10-11 >478 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(CT) 0.02 10 n/a n/a BCDL 7.0 Code IBC2015/TPI2014 Matrix -S Wind(LL) 0.01 10-11 >999 240 Weight: 214 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.2 G except end verticals, and 2-0-0 oc puffins (10-0-0 max J: 4-5. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing:- WEBS racing-WEBS 1 Row at midpt 6-11, 8-11, 8-10 REACTIONS. (Ib/size) 2=414/0-5-8, 10=866/Mechanical, 13=1437/0-5-8 , Max Horz 2=338(LC 11) Max Uplift 2=-126(LC 8), 10=-122(LC 12), 13=-212(LC 12) Max Grav 2=419(LC 21), 10=906(LC 17), 13=1437(LC 1) I �1 FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE COUNTY TOP CHORD 2-3=-439/1,52,3-4=-180/274.4-5=-198/489,5-6=-885/188. 6-7=-717/257.7-8=-673/254 i BOTCHORD 2-14=-142/364?11.12=-',149/699,10-11=-116/449 BUILDING DIVISION WEBS 3-14=-499/159,4-14=0/292.5-'12=-162/814, 6-11=-329/158.7-11=-173/453. 8-10=-784/182, 4-13=-501!91, 5-13=,980/212 ®���� OV E D - ._ r5 OM1• - NOTES- +f ` - , 1) Unbalanced roof five loads have been considered for this design., 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-8-8, Interior(1) 1-8-8 to 22-6-6, Exterior(2) 22-6-6 to 25-8-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. �ypFESS1pN 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) Q W/� 2=126,10=122.13=212. ��O �M ZHgp yc 9) Graphical puriin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. C 70068 *'89-301 8 November 16,2017 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ` �y�iT®k- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-09 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 Job Truss Truss Type Qty Ply Langerwerf Residence 1. I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL K3930408 173976 B3 Roof Special 1 1 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.22 Vert(CT) Job Reference (ootionall Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:33:58 2017 Page 1 I D:9RF14fuNEG9SB3plYNFtdXyZl zh-NfpGjFpkeiQ627?nZRoUME9gF573Th_u9p?Rd?ylcBd 10-5-8 10- 12 1S -1 ' 2 -6 2 -1.15 32-1-0 1E-0 S9-0 4-8-4 0 59.5 S35 4-7-9 4-11-1 5x6 = 3x4 = 16 15 14 13 L1 12 ZZ 11 10 1.5x4 II 3x10 = 5x6 = 3x8 = 3x4 = 1.5x4 II 1.5x4 II tan -12 594 9.6.0 4 16.9.1 n-s.s 27.1.15 32.1-0 S9A 3.8-12 11 5-9.5 59-5 4T 411.1 Scale = 1:75.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.02 12-13 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.22 Vert(CT) -0.07 12-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(CT) 0.01 10 n/a n/a BCDL 7.0 Code IBC2015/TP12014 Matrix -S Wind(LL) 0.01 12 >999 240 - Weight: 225 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2X4 DF No.2 G except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 4-5. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15,13-14. 1 Row at midpt 6-12.8-12 WEBS REACTIONS. (Ib/size) 2=415/0-5-8,15=1474/0-5-8, 10=828/Mechanical Max Horz 2=337(LC 11) Max Uplift 2=-127(LC 8), 15=-214(LC 12), 10=-117(LC 12) Max Grav 2=420(LC 21), 15=1474(LC 1), 10=828(LC 1) FORCES. + (lb) -'Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD;1 +2-3=-409/118 �3-4=-194/557, 4-5=-159/494, 5-6=-776/181, 6-7=-642/258, 7-8=-633/255, r' •_. + _' 1 `8-9=-611/182; 9-10=-797/167 BOT CHORD 2-16=-91/307,15-16=-91/307,12-13=-130/603,11-12=-102/442 WEBS 11 3-15=-755/135; 4-15=334/61, 5-15=-859/164, 5-13=-143/799, 6-12=-274/141, 7-12=-180/420, 8-11=-289/103, 9-11=-84/569 BUTTE COUNTY BUILDING DIMSN APPROVED NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-8-8, Interior(1) 1-8-8 to 22-6-6, Exterior(2) 22-6-6 to 25-8-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf.ESS/0/V �F 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to for truss to truss QQ ZH `�� A 2C girder(s) connections. ��G 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) $ 2 2=127, 15=214, 10=117. C-) C 70068 R' 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. :3 EN,9-30-2018 * November 16,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■•Y■ building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 1Job Truss Truss Type City Ply Langerwerf Residence WEBS 1 Row at midpt 5-10, 7-10, 7-9 REACTIONS. (Ib/size) 2=364/0-5-8,13=1829/0-5-8, 9=868/Mechanical - Max Horz 2=337(LC 11) K3930409 173976 B4 Roof Special 1' ' 1 27-1-15 4-7-9 z9-1-0 4-11-1 Plate Offsets (X,Y)-- f4:0 -3-0.0-2-121.f11:0-3-0.0-3-01 BOT CHORD 10-11=-148/681, 9-10=-117/452 Job Reference (optional) Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:00 2017 Page 1 ID:9RFI4fuNEG9SB3plYNFtdXyZl zh-J2xl8xRAJggHR9AhsgySfEwpvhYxbBBc7UXiuylcBb r1-6-0 6.1-15 11-2-13 16 .10.10 22.6.6 27-1-15 32-1-0 r1-6.0' 6-1-15 5-0-15 5-7-12 - 5-7-12 4-7-9 4-11-1 5x6 = 3x4 = 14 13 12 11 19 10 20 21 9 1.5x4 // 3x4 = 5x6 = " 3x8 = 3x5 = T v Scale = 1:75.1 LUMBER- BRACING- TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1.5x4 II WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-10, 7-10, 7-9 REACTIONS. (Ib/size) 2=364/0-5-8,13=1829/0-5-8, 9=868/Mechanical - Max Horz 2=337(LC 11) -0-14 5 4-14 9$12 4-3 14 11-2-13 16.10.10 5 7-12 22-6-6 5 7-12 27-1-15 4-7-9 z9-1-0 4-11-1 Plate Offsets (X,Y)-- f4:0 -3-0.0-2-121.f11:0-3-0.0-3-01 BOT CHORD 10-11=-148/681, 9-10=-117/452 WEBS 3-13=436/152, 4-13=-_16481316�, 5-10=-323/167, 6-10=-188/469, SUITE COUNTY �4-?11=-166/590, 7=9=-783/162" i Y;'r, t - NOTES- LOADING (psf) SPACING- 2-0-0 CSI. 2) Wind: ASCE 7-10; Vult=115mpt Va h (3 -second gust) mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; 8=45ft; L=32ft; eave=oft; Cat. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.28 9-10 >957 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.67 Vert(CT) -0.55 9-10 >482 240 1) Dead + Roof Live (balanced): Lumber Increase= 1.15, Plate Increase=1.15 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(CT) 0.02 9 n/a n/a - BCDL 7.0 Code IBC2015/TPI2014 Matrix -S Wind(LL) 0.01 9-10 >999 240 Weight: 216 Ib FT = 20% LUMBER- BRACING- TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.2 G except end verticals. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-10, 7-10, 7-9 REACTIONS. (Ib/size) 2=364/0-5-8,13=1829/0-5-8, 9=868/Mechanical - Max Horz 2=337(LC 11) Max Uplift 2=-137(LC 29), 13=-295(LC 12), 9=-126(LC 12) Max Grav 2=371 (LC 21), 13=1829(LC 1), 9=904(LC 37) Y FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-321/143, 3-4=-220/708, 4-5=-868/209, 5-6=-708/264, 6-7=-671/260 BOT CHORD 10-11=-148/681, 9-10=-117/452 WEBS 3-13=436/152, 4-13=-_16481316�, 5-10=-323/167, 6-10=-188/469, SUITE COUNTY �4-?11=-166/590, 7=9=-783/162" i Y;'r, t - NOTES- BUILDING DIVISION 4 i� this design. 1) Unbalanced roof live loads have been consigus) 2) Wind: ASCE 7-10; Vult=115mpt Va h (3 -second gust) mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; 8=45ft; L=32ft; eave=oft; Cat. APPROVED II; Exp C; enclosed; MWFRS (directional) and C-C'Exterior(2) -1-6-0 to 1-8-8, Interior(1) 1-8-8 to 22-6-6, Exterior(2) 22-6-6 to 25-8-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=137,13=295,9=126. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 383 Ib'down and 154 Ib up at Q�y�FE$$lQN� �,M ZHq 11-2-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. �<(,� = 2 LOAD CASE(S) Standard C 70068 1) Dead + Roof Live (balanced): Lumber Increase= 1.15, Plate Increase=1.15 Uniform Loads (plf) 9-30- 18 Vert: 1-4=-68, 4-6=-68, 6-8=-68, 2-9=-14 * _ Concentrated Loads (lb) / Vert: 4=-343- o November 16,2017 , AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 propedy incorporate this design into the overall haw building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y�iT®k• - is always required for stability and to prevent collapse with possible personal injury and property damage.' For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Carona, CA 92880 Job SPACING- Type Qty Ply Langerwerf Residence ]Trus�Truss L/d PLATES GRIP TCLL 20.0 Plate Grip DOL K3930410 173976 B5 Roof Special Girder 1 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.66 Vert(CT) Job Reference (optional) Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:012017 Page 1 I D:9RFI4fuN EG9SB3plYN FtdXyZ1 zh-nEVPM HsdxdohvbkMEZLB_tnBfJ 1 ygOGKmD5EKylcBa x16-0 , 4-0.2 7.76 11-2-13 L:Q4 18-9-3 22-6-6 27.1.15 32-1-0 16-0 4�2 3-76 3-9.3 3-9-3 3-9-3 4.7.9 a 4-11-1 5x6 = 3x4 = 16 15 14 7/ 13 111 1y 12 zu 11 10 3x4 = 2x4 II 4x5 = 7x8 = 3x8 = 3x4 = 2x4 II 96-0 HHUS26-2 46-12 7611 12 11-2-13 15-0-0 226.6 27.1.15 32.19 46-12 2-114 -2-12 16-13 3-9-3 766 47.9 411.1 Scale = 1:75.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.04 13-14 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.66 Vert(CT) -0.11 13-14 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.56 Horz(CT) 0.01 10 n/a n/a BCDL 7.0 Code IBC2015/TPI2014 Matrix -S Wind(LL) 0.03 13-14 >999 240 Weight: 498 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2X6 DF No.2 G except end verticals. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 2-5-8 except Qt=length) 2=0-5-8, 10=Mechanical, 15=0-3-8. (lb) - Max Horz 2=335(LC 24) Max Uplift All uplift 100 Ib or less atjoint(s) except 2=-181(LC 21), 10=-168(LC 8), 16=-276(LC 8), 15=-150(LC 8) Max Grav All reactions 250 Ib or less at joint(s) except 2=269(LC 14), 10=1168(LC 1), 16=1968(LC 1), 16=1968(LC 1), 15=777(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-226/781, 3-4=-1742/257, 4-5=-1926/319, 5-6=-1936/438, 6-7=-915/294, �a Q®� O� 4�7-8 -9�1 25/288, 8-9=-850/204; 9-10=-1138/189 V� 2-16= 688/148, 15-16-6881148, 14-15=-688/148, 13-14=-252/1598, 12-13=-139/1060, BOT.CHORQ.�, .r.. t 111;12=-57/642 11 D��� V WEBS 4-14=$07/139, 4-13=-249/372, 5-13=-296/157, 6-13=-258/1256, 6-12=-842/248, i �1 11 D r, ;7-12=-253/772, 8-11=-455/67,9-11=-55/828,3-14=-379/2534,3-16=-2204/400 �04 NOTES- / P p 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. ()f ESSION 4) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. OQ ZH �F II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 �<c, �M q0 2C plate grip DOL=1.60 = 2 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 J C 70068 ;10 will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. EXP. 9-30;2018 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 Ib uplift at joint 2, 168 Ib uplift at joint 10, 276 Ib uplift at joint 16 and 150 Ib uplift at joint 15. y 10) Use Simpson Strong -Tie HHUS26-2 (14-10d Girder, 4-10d Truss) or equivalent at 12-10-0 from the left end to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. November 16,2017 AWARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. tON3/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall Bel' 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 buss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 2501Oug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 tJob • Truss QlyPly FRoofSpecial 7LangerweResidenceK3930410 173976 B5 Girder ' 1 ce o tional Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 1612:34:01 2017 Page 2 ID:9RF14fuNEG9SB3plYNFtdXyZlzh-nEVPMHsdxdohvbkMEZLB tnBfJlygOGKmD5EKylcBa LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-68, 4-7=-68, 7-9=-68, 2-10=-14 Concentrated Loads (lb) Vert: 17=-1394(F) la,.f'rjti t ' 4 r 4 r • b S.UT'TE COUNTY BUILDING DIVISION_ APPROVED tr a A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verity the applicability of design parameters andproperlyinto s ' Y 9 9 ty pp ty 9 P � rporete this design into the overall � A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV1�Tek's is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ' ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Langerwerf Residence (loc) I/deft L/d PLATES GRIP TCLL 20.0 K3930411 173976 B6 Common 3 1 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 Job Reference o tional Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:02 2017 Page 1 ID:9RF14ftiNEG9SB3plYNFtdXyZl zh-FR3nZdtFixwYWkJZoHsOX4JIOjM7P WXT4RzemnylcBZ 4-11-3 9-6.14 14-2-7 11 - 4-'11-3 4-7-11 4-7-9 4-11-1 2x4 II N r 5x6 = 83x5 = 13 14 7 15 16 3x5 = 6 3x8 = T r e Scale = 1:68.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.21 7-8 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.72 Vert(CT) -0.42 7-8 >534 240 Max Uplift 8=-110(LC 12), 6=-110(LC 12) BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(CT) 0.01 6 n/a n/a BCDL 7.0 Code IBC2015/TP12014 Matrix -S Wind(LL) 0.01 7-8 >999 240 Weight: 151 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.2 G except end verticals. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-7,4-7.2-8,4-6 REACTIONS. (Ib/size) 8=772/Mechanical, 6=772/Mechanical Max Horz 8=315(LC 11) Max Uplift 8=-110(LC 12), 6=-110(LC 12) Max Grav 8=840(LC 18), 6=841 (LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-582/230, 3-4=-581/229 BOT CHORD-, • 778=-159/512, 6-7=-128/416 WEBS Y 3-7=-164/364, 2-8=-732/174,4-6=-732/174 NOTES--% 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-6-14, Exterior(2) 9-6-14 to UN 12-6-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS_ ^ o t C reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 T t v 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ^ D'�4S1 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 GaOdal b g �® ON will fit between the bottom chord and any other members, with BCDL = 7.Opsf. �®�Vp VN 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 Ib uplift at joint 010puplift at joint 6. Q�Of ESSIO& ZHgo �ycm C 70068 November 16,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. f 0103,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall i•�i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITOk• 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, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 iJob a Truss Truss Type Oty Ply Langerwerf Residence (loc) I/defl L/d PLATES GRIP TCLL 20.0 K3930412 173976 BX1 GABLE 1 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 Job Reference o tional Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:03 2017 Page 1 I D:9RF14fuNEG9SB3pIYN FtdXyZt zh-kdd9mzttTE2P8utlM_Nf3lsY76rX8_3dJ5iCJDylcBY 4.0.9 7-11-7 12-0-0 4-0-9 3-10-13 4-0-9 3x4 = e 3x8 = 27 3x6 II 7 28 3x6 II 6 29 3x6 II 3x5 11 3x6 11 4x8 = 3x6 11 3x6 I I 3x6 it 5x6 5 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 Scale = 1:37.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.14 Vert(CT) -0.03 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(CT) 0.00 5 n/a n/a BCDL ' 7.0 Code IBC2015ITP12014 Matrix -S Wind(LL) 0.01 6-7 >999 240 Weight: 294 Ib FT = 20% LUMBER - TOP CHORD 2X4 DF No.2 G BOT CHORD 2X8 DF No.2 G WEBS 2X4 DF Std G OTHERS 2X4 DF Std G REACTIONS. (Ib/size) 8=1387/Mechanical, 5=1716/Mechanical Max Horz 8=-208(LC 19) Max Uplift 8=-358(LC 4), 5=-418(LC 5) BRACING - TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-1184/322, 1-2=-732/205, 2-3=-732/205 BOT CHORD 6-7=-241/727, 5-6=-241/727 WEBS 1-7=-336/1288, 2-7=-278/138, 3-6=-126/767, 3-5=-1280/338 , NOTES- 1) 2 -ply truss to be connected together with 10d (0.131x3") nails as follows:' ' Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.' Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 6c., Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. r 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B),,unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 358 Ib uplift at joint 8 and 418 Ib uplift at joint 5. 13) Graphical pudin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 14) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-8 oc max. starting at 1-9-12 from the left end to 11-10-4 to connect truss(es) to back face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. BUTTE COUNTY SDILDI,NG DIVISION APPROVED Q�ofESSfOyyq� 2840 �ycm C 70068 W. 9.30-2018 * NIS /J * . November 16,2017 rd A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rov. 101031015 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 appllcability of design parameters and properly incorporate this design into the overall WOW design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 'y,iT fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSVTPII Quality Criteria, DSB-89. and SCSI Building Component _ 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss - Truss Type Qty Ply Langerwerf Residence K3�930412 173976 BX1 GABLE, 1 n L ' Job Reference o Gonal t Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:03 2017 Page 2 I D:9RF14fuNEG9SB3plYNFtdXyZt zh-kdd9mzttTE2P8utlM_Nf3IsY?6rX8_3dJ5iCJDylcBY LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-68, 5-8=-14 Concentrated Loads (Ib) Vert: 5= -363(B)7= -356(8)6= -356(B)27= -356(B)28= -356(B)29= -356(B) 1 �t r f° i ic Pip - { • t a AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall So • 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 buss systems, see ANSIITPl1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty DEFL. Residence I/deft Ud TCLL 20.0 �PlyLangerwert K3930413 173976 C1 - Roof Special � 4 1 TCDL 14.0 Lumber DOL 1.15 BC 0.57 Vert(CT) Job Reference (optional) MeeK'S I WSS, CtK urove, cN 9obz4 - • 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:04 2017 Page 1 S ID:9RFI4fuNEG9SB3plYNFtdXyZl zh-CpAY_JuVEYAGm2SxwhvvcVPri W53tMDmXISlrfyicBX 4.57 8-7-5 14.10 �14 20.6-10 26-2-7 27-572 31-11-0 37-54 38-11.4 4.57 4-1-15 I� 639 57-12 57-12 i-3-5 4-5-0 S6d 1E-0 5x6 = - Scale = 1:78.3 9.00 12 4 17 4x4 -- 12 11 r 4x5 = 3x4 'f 5x8 = 27-" 67-5 13.11-10 20-610 26-2-7 1.5-1 31-11-0 37-5-0 67.5 5-0-5 67-0 57.12 �1 3 sJ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL , 1,15 TC 0.43 Vert(LL) -0.16 16-17 >999 360 TCDL 14.0 Lumber DOL 1.15 BC 0.57 Vert(CT) -0.43 16-17 >770 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.19 12 n/a n/a BCDL 7.0 Code IBC2015TTP12014 Matrix -S Wind(LL) 0.04 16 >999 240 LUMBER- I I BRACING - 4 w 0Z6 6 PLATES GRIP MT20 220/195 Weight: 259 Ib FT = 20% TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-114 oc purlins, BOT CHORD 2X4 DF No.2 G except end verticals. WEBS 2X4 OF Std G BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. WEBS 1 Row at midpt 2-17 REACTIONS. (Ib/size) 17=1016/0-5-8,12=1907/0-5-8. 9=234/0-5-8 Max Horz 17=-319(LC 10) Max Uplift 17=-154(LC 12), 12=-241(LC 12), 9=-121(LC 9) Max Grav 17=1016(LC 1), 12=1907(LC 1), 9=286(LC 22) Jar 7;r;� , •t•+. , FORCES. (lb) -Max. Comp./Max..Ten.; All,forces 250, (lb) or less except when shown. TOP CHORD 2-3=-1736/264,;3-4=-1510%187;4-5=-1298/202, 5-6=-1184/203, 6-7=0/467, 7-8=-69/1693, 829=-.12/397-'t BOT CHORD 16 -17= -30/1074,15 -16=-58/1822,14-15=0/938,13-14=-563/98,12-13=-1174/174, 11-12=-332%55,9-11=332/55, , WEBS 2-17=-1438/231, 2-16=-37/899, 3-16=-623/96, 3-15=-556/222,'4-15=-74/1141, 5-14=-494/80.6-14-'--50/1383,6713=-1063/f72, 7-i3=-139/1046,7-12=-1217/182, 8-12=-762/119 A BUTTE COUNTY., -BUILDING DIVISION NOTES-PDD®V C 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-10-11, Interior(1) 3-10-11 to 14-10-14, Exterior(2) 14-10-14 to 18-7-13, Intedor(1) 26-2-7 to 38-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. " 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 17 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 Ib uplift at joint 17, 241 Ib uplift at joint 12 and 121 Ib uplift at joint 9. U Q�pFESSIOA/ ZHgp Fti2c^ C 70068 * E • , -30-2018 November 16,2017 A WARNING -verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/0312015 BEFORE USEs',., Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11 wlTel.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . MY� 1 R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPI1I Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 4 T r Job Truss Truss Type Qty Ply Langerwert Residence , K3930414 173976 C1-3600 ROOF SPECIAL 1 1 Job Reference (optional) Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:05 2017 Page 1 ID:9RF14fuN EG9SB3plYNFtdXyZ1 zh-g?kwBev7_sl7NC17TP089jxpSwRlcoDwmPBIN5ylcBW 4-S 8- -5 1 10- 20-0-10 26 - 31.11-0 3 -5-0 11 4-57 4-1-15 6.3.9 57-12 57-12 •3.5 4-54 5-6-4 180 5x6 = 9.00 12 17 4.50112 5x6 � 12 11 4x5 = 6x6 % 2x4 II 8x12 = 27.88 87-5 13-11-10 20 28 810 2.7 273121 31 1-0 37.1-5-0 87-5 5 4 5 87-0 S 15 42A 584 Scale = 1:78.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.43 '4 Vert(LL) -0.16 16-17 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.57 Vert(CT) -0.43 16-17 >771 240 BCLL , 0.0 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.19 12 n/a n/a BCDL 7.0 Code IBC2015/TP12014 Matrix -S Wind(LL) 0.04 16 >999 240 Weight: 268 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-3-1 oc purlins, BOT CHORD 2X4 DF No.2 G *Except* except end verticals. 9-12: 2X6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 5-6-3 oc bracing. WEBS 2X4 DF Std G 'Except' WEBS 1 Row at midpt 2-17 7-12: 2X6 DF No.2 G REACTIONS. (Ib/size) 17=1015/0-5-8,12=1912/0-5-8,9=230/0-5-8 Max Horz 17=-319(LC 10) Max Uplift 17=•550(LC1), 2=1917(LC34),=334(L 328) BUTTE COUNTY Max Grav 17=1015(LC 1), 12=1912(LC 1), 9=334(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 13UI LDiNG . pNISION TOP CHORD .1-2=-507/528, 2-3=-2015/807, 3-4=-1931/838, 4-5=-1793/882, 5-6=-2045/1201, 6-7=-2881648.7-8=448/1255.8-9=-869/1194 p Wft BOT CHORD 1 16-17=-066/1243; 15-16=-458/1818, 14-15=-317/1096, 13-14=-884/551, 12-13=-1290/439, e` p FtOvE ', 1k,+ 1 _11-12==667/335, 9-11=-1125/866 ' r 1 WEBS 2-17=-1761/840,2-16=-664/1382,3-16=-1014/608, 3-15=-999/680,4-15=-131/1137, 5-15=-434/502, 5-14=-674/383, 6-14=-761/1805, 6-13=-1481/770, 7-13=-748/1565, 7-12=-1609/768, 8-12=-733/162 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. t Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-10-11, Interior(1) 3-10-11 to 14-10-14, Exterior(2) 14-10-14 to 18-7-13, Interior(1) 26-2-7 to 38-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 1.5x4 MT20 unless otherwise indicated. �yOFESSIp/y 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OQ ZH �F 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� �M A '1'C will fit between the bottom chord and any other members. = 2 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify :3 C+ 70068 capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 550 Ib uplift at joint 17, 857 Ib uplift at -30- 8 joint 12 and 353 Ib uplift at joint 9. 9) This truss has been designed for a total drag load of 3600 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist S P/ drag loads along bottom chord from 0-0-0 to 37-5-4 for 96.2 plf. November 16,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE 11111.7473 rev. 10/032015 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 g � a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Da, l building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-09 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 ,Job Truss Truss Type Qty Ply Langerwerf Residence LOADING (psf) SPACING- 2-0-0 CSI. K3930415 173976 C2 Roof Special Girder 1 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.08 18 >999 360 MT20 220/195 Job Reference optional) Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:07 2017 Page 1 ID:9RFI4ftiNEG9SB3plYNFtdXyZ1 zh-cOsgcKwOWTYrd W BWbgScE819Lk8s4fOCDjgPS_yIcBU 4-5.7 8-7-5 , 11-9-2 , 14-10.14 ,16.8-4 21-5-5 26-2-7 27-8-$ 32-4-8 37-54 4-1-15 3-1-12 3-1-12 1-9.6 4-9.1 4-9-1 1-6.1 4.8-0 5x( 5x6 II 9.00 12 Scale = 1:85.0 4.50 F12 16 zz 15 <" zn zo 14 26 13 a Zd 12 za 4x8 = 21 4x8 = 2x4 II 3x5 II 4x12 = 5x6 = 8x8 = Special LUS26 LUS24 LUS24 LUS24 46 = Special LUS24 d-5-7 8-7-5 4-57 4-1-15 13-11-10 54-5 16-8-4 21 -S-A 2-8-10 4-9-1 26-2.7 27-8-8 z 4-8 7-5-d 4-9-1 1.6-1 448-0 512 Plate Offsets (X.Y)-- 13:0-4-12.0-3-121, 111:0-54.Edgej [12:0-4-0 0-6-01. 117.0-3-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.08 18 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.43 Vert(CT) -0.26 18-19 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.86 Horz(CT) 0.24 13 n/a n/a BCDL 7.0 Code IBC2015/TPI2014 Matrix -S Wind(LL) 0.05 18 >999 240 Weight: 595 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 OF No.2 G 'Except' except end verticals. 6-16: 2X6 OF No.2 G, 12-16,11-12: 2X8 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF Std G REACTIONS. (Ib/size) 21=1913/0-5-8, 11=33/0?5-8, 13=6515/0-5-8 Max Horz 21=-313(LC 6) „ . - ~ '' 1 f �, Max Uplift 21=-176(LC 8), 11=-144(LC 22) Max Grav 21=1913(LC 1), 11=140(LC 14), 13=6515(LC 1) FORCES. (lb) - Max: Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-21=-1886/166, 1-2=-1924/199,2-3=-3922/298, 3-4=-4311/257, 4-5=-4199/290, 5-6=-4338/360, 6-7=-4509/292, 7-8=-2665/93, 8-9=0/568, 9-10=0/2974, 10-11=-227/1087 BOT CHORD 20-21=-229/286, 19-20=-37/1977, 18-19=-101/3959, 17-18=0/3136, 16-17=0/277, 14-15=-779/60,13-14=-2830/30,12-13=-1042/230,11-12=-1042/230 WEBS 1-20=-133/2249,2-20=-19231149,2-19=-71/2228,3-19=-1755/103, 3-18=-395/207, 5-18=-90/2702, 5-17=-239/2231, 15-17=0/2648, 7-17=-73/1610, 7-15=-2215/249, 8-15=0/3305, 8-14=-3263/98,9-14=0/3907, 9-13=-434110.10-13=-1901/0,10-12=01725 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, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 2 rows staggered at 0-2-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 Ib uplift at joint 21 and 144 Ib uplift at joint 11. BUTTE COUNTY BUILDING DIVISION APPROVED Q�pFESSIO/V - �M ZHgO Fti C 70068 /X November 16,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473re, 10/032015 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 El �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall now building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek- 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 ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. - Corona, CA 92880 14 _ Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:07 2017 Page 2 I D:9RF14fuNEG9SB3plYNFtdXyZl zh-cOsgcKwOWTYrdW BWbgScE819Lk8s4fOCDjgPSylcBU NOTES- ; 10) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent at 18-10-8 from the left_ end to connect truss(es) to back face of bottom Chord. 11) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 20-10-8 from the left end to 26-10-8 to connect truss(es) to back face of bottom chord. _ 12) Fill all nail holes where hanger is in contact with lumber. f 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1809 Ib down and 270 Ib up at 16-11-0, and 505 Ib down at 32-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1• 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pI0 Vert: 1-3=-68, 3-5=-68, 5-8=-68, 8-11=-68, 18-21=-14, 17-18=-14, 11-16=-14 Concentrated Loads (lb) _ Vert: 17= -1809(8)22= -436(B)23= -436(B)24= -436(8)25=-436(8)26=-436(B)27=-431 28=431 29=-505(B). . F ITS t 'BUT VON 106 P of#�seCi��t�1_�r FM-1t�4� i•'�l .'"r_ � 'C. .' ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. - , �• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not /. `�• ' ' e truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall' _ ' ��i��•iYY� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB -89 and SCSI Building Component 250 Klug circle - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 Job Truss Truss Type. Oty - Ply Langerwerf Residence ' z ' K3g30415 173976 C2 Roof Special Girder 1 Job Reference (optional) Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:07 2017 Page 2 I D:9RF14fuNEG9SB3plYNFtdXyZl zh-cOsgcKwOWTYrdW BWbgScE819Lk8s4fOCDjgPSylcBU NOTES- ; 10) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent at 18-10-8 from the left_ end to connect truss(es) to back face of bottom Chord. 11) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 20-10-8 from the left end to 26-10-8 to connect truss(es) to back face of bottom chord. _ 12) Fill all nail holes where hanger is in contact with lumber. f 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1809 Ib down and 270 Ib up at 16-11-0, and 505 Ib down at 32-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1• 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pI0 Vert: 1-3=-68, 3-5=-68, 5-8=-68, 8-11=-68, 18-21=-14, 17-18=-14, 11-16=-14 Concentrated Loads (lb) _ Vert: 17= -1809(8)22= -436(B)23= -436(B)24= -436(8)25=-436(8)26=-436(B)27=-431 28=431 29=-505(B). . F ITS t 'BUT VON 106 P of#�seCi��t�1_�r FM-1t�4� i•'�l .'"r_ � 'C. .' ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. - , �• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not /. `�• ' ' e truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall' _ ' ��i��•iYY� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB -89 and SCSI Building Component 250 Klug circle - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 .Job .r TrussTruss Type Qty Ply Langerwerf Residence I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL K3930416 173976 D1 Roof Special 6 1 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.37 Vert(CT) Job Reference (optional) Mleex's Truss, Elk grove, CA 95624 8.130 s Sep 15 2017 Ni Industries, Inc. Thu Nov 16 12:34:08 2017 Page 1 I D:9RF14fuN EG9SB3plYN FtdXyZl zh-4aQ2ggxOHngiEfmi9XzrmLZKu7V2p5kMSNQz_QyIcBT r1-0 0, 6 9-0 12-5-0 18-1-0 22-1-15 26 2-13 32-3 6 34 3-12 1 6 0 6-9-0 5 8-0 541-0 4 15 4 15 639 1-9.6 6x8 11 Scale = 1:75.7 2x4 11 9.00 12 8 9 N 6 3x4 = 15 14 13 4.501 , 12 1.5x4 II 3x4 = 5x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.12 12-13 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.37 Vert(CT) -0.30 12-13 >653 . 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(CT) 0.03 10 n/a n/a BCDL 7.0 Code IBC2015/TPI2014 Matrix -S Wind(LL) 0.03 - 15 >999 240 Weight: 211 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2X4 OF No.2 G except end verticals. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 2=579/0-5-8,13=1952/0-5-8, 10=370/Mechanical Max Horz 2=336(LC 9) Max Uplift 2=-115(LC 8),,13=-288(LC 12), 10=-63(LC 12) Max Grav 2=580(LC 21),,13=1 952(LC 1), 10=383(LC 17) FORCES. (Ib) :' Max.: CompJMax. Ten. -'All forces 250 (lb) or, less except when shown. TOP CHORD 2-3=_858%78; 3-4=-284/348, 4-5=-393/1068, 5-6=-348/1050, 6-7=-289/76, 7-8=-293/92 BOT CHORD 2-.1 5=-24 917 74, 14-15=-249/774,12-13=-403/67. 11-12=-133/291 WEBS 3-14=-932/166,4--14=-7/400, 4-137—'-1006/175.5-13=-362/118,6-13=-1057/189, 6-12=-781620,7-12=-396/.133.8-10=-554/265 NOTES- ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-11-3, Interior(1) 1-11-3 to 32-6-6, Exterior(2) 32-6-6 to 34-2-0 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 Ib uplift at joint 2, 288 Ib uplift at joint 13 and 63 Ib uplift at joint 10. 0 BUTTE COUNTY BUILDING DIVISION APPROVED QEy�FESS/pNq! ZHAO C 70068 {RiEfL9-30 ;18 November 16,2017 ,& WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTeIrO connectors. This design is based only upon parameters shown, and is for an individual building component, notIII �• a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y��T®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabncation, storage, delivery, erect on and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona,. CA 92880 Job Truss Truss Type Qty Ply Langerwerf Residence 2x4 3x5 K3J30417 173976 E1 GABLE 1 1 2x4 II 2 �5xB Job Reference (optional) Meek's Truss, Elk Grove, CA 95624 r 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:10 2017 Page 1 I D:9RF14fuNEG9SB3plYN FtdXyZl zh-OzYpEMzGpOwPUzw5GyOJsmfgFxCbHCdtwhv32JylcBR 1-0-0 8-0-0 16-0-0 1d 0 8-0-0 8.0.0 Scale = 1:44.6 3x4 = 2x4 = 2x4 11 2x4 II 9.00 2x4 II 12 2x4 II 3 2x4 II Px4 II 2x4 II 5 2x4 11 2x4 3x5 2x4 II 2 �5xB 6 Io 16 15 14 13 12 11 10 9 8 7 3x8 16-0-0 16-0-0 Plate Offsets(X.Y)-- 12:0 -3 -3.0-3-01.16:0-4-0.0-1-61.[19:0-1-10.0-0-12).[22:0-1-10.0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) 0.00 1 n/r 120 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.30 Vert(CT) 0.00 1 n/r 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 11 n/a n/a BCDL 7.0 Code IBC2015rrPI2014 Matrix -S Weight: 141 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins. 2-4,4-6: 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 4-9-2 oc bracing. BOT CHORD 2X4 DF No.2 G OTHERS 2X4 DF Std G REACTIONS. All bearings 16-0-0. (lb) - Max Horz 2=145(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) except 6=-1264(LC 28), 2=-1274(LC 33), 8=-148(LC 33), 15=-219(LC 33) Max Grav . All reactions 250 Ib or less at joint(s) 12, 11, 7, 9, 10, 16, 14, 13 except 6=1411(LC 29), ; • 2=1368(LC 42), 8=313(LC 18), 15=324(LC 17) FORCES ; (lb) -:Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD' --'2-3=-2343/2148, 3-4=-1373/1218,4-5=-1 373/1218, 5-6=-2226/2084, BOT CHORD., 2-16=-1781/1895,'15-16=-1198/1340, 14-15=-875/1001, 13-14=-597/731, 12-13=-286/420, 11 -12= -185/319,10 -11=-287/420,9-10=-598/732,8-9=-876/1032,7-8=-1191/1333, 6-7=-1684/1798 WEBS 5-8=-334/207, 3-15=-405/270 BUTTE COUN BUILDING DIVISION APPROVED NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Corner(3) -1-6-0 to 1-6-0, Exterior(2) 1-6-0 to 8-0-0, Corner(3) 8-0-0 to 11-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 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 1264 Ib uplift at joint 6, 1274 Ib uplift at joint 2, 148 Ib uplift at joint 8 and 219 Ib uplift at joint 15. 11) This truss has been designed for a total drag load of 3600 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-0-0 for 225.0 plf. 12) No notches allowed in overhang and 10600 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 D.C. maximum between the stacking chords. For edge -wise notching, provide at least Q�0FESS10 ZHAO �2cm C 70068 *\ r % / / /* November 16,2017 AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 rev. 10103,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1I Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty PlyTjob gerwerf Residence 16-0-0 8.0.0 LOADING (psf) SPACING- K3930418 173976 E2 COMMON 1 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.09 Reference(o tional Meeks I russ,, tIx vrove, L;A 9bbZ4 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 1612:34:11 2017 Page 1 ID:9RF14fuNEG9SB3plYNFtdXyZtzh-V95BSi uai2G57VHggXYO BWKLW50dyo8LedblylcBQ -1-0-0 4-2-3 8-0-0 11-9-13 16-0-0 17.6.0 1-6.0 4-2-3 1 3-9-13 3-9-13 4-2-3 1�-0 5x6 = 4 rN O Scale = 1:41.3 LUMBER - TOP CHORD 2X6 OF No.2 G BOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Std G REACTIONS. (Ib/size) 2=755/0-5-8, 6=755/0-5-8 Max Horz 2=162(LC 11) Max Uplift 2=-154(LC 12), 6=-154(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-801/152, 3-4=-594/156, 4-5=-594/156, 5-6=-801/152 BOT CHORD 2-8=-5/590, 6-8=-27/551 WEBS 14-8=-74/427, 548=-259/134, 3-8=-259/134 NOTES- �'tr)It.`1 •' 1) Unbalanced roof live_loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat:' 11; Exp C; enclosed;,MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 Ib uplift at joint 2 and 154 Ib uplift at joint 6. BUTTE COUNTY BUILDING DIVISION APPROVED . r Q�y0FESS101V • v=��o ,�MZHgo cc2c2>r C 70068 *\ 14—N/ / /* November 16,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• 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 It '�®1.- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 8-0-0 8-0-0 16-0-0 8.0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.06 2-8 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.41 Vert(CT) -0.16 2-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(CT) 0.02 6 n/a n/a BCDL 7.0 Code IBC2015/TPI2014 'Matrix -S Wind(LL) -0.01 6-8 >999 240 Weight: 94 Ib FT = 20% LUMBER - TOP CHORD 2X6 OF No.2 G BOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Std G REACTIONS. (Ib/size) 2=755/0-5-8, 6=755/0-5-8 Max Horz 2=162(LC 11) Max Uplift 2=-154(LC 12), 6=-154(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-801/152, 3-4=-594/156, 4-5=-594/156, 5-6=-801/152 BOT CHORD 2-8=-5/590, 6-8=-27/551 WEBS 14-8=-74/427, 548=-259/134, 3-8=-259/134 NOTES- �'tr)It.`1 •' 1) Unbalanced roof live_loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat:' 11; Exp C; enclosed;,MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 Ib uplift at joint 2 and 154 Ib uplift at joint 6. BUTTE COUNTY BUILDING DIVISION APPROVED . r Q�y0FESS101V • v=��o ,�MZHgo cc2c2>r C 70068 *\ 14—N/ / /* November 16,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• 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 It '�®1.- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Ory Plate Offsets (X,Y}- [2:0-2-13,0-1-8], [4:0-5-8,0-2-4], [5:0-6-0,0-8-0], [7:0-4-11,Edge], Langerwerf Residence (24:0-1-10,0-0-12], [25:0-1-10,0-0-12], (29:11-2-5 0-1-121 �Ply� K3930419 173976 6-3600 ROOF SPECIAL STRUCTU 1 1 TCLL 20.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.08 2-17 >999 360 MT20 220/195 Job Reference (optional) Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:14 2017 Page 1 I D:9RF14fuN EG9SB3plYN FtdXyZt zh-vknK4jOntdRryaDsVo4FOcpP8YXoDrNEgJtHB4ylcBN 1-"14-6-12 8 14-6-12 21-1-8 28-0-0 29 6 0 1-6-0 4-0-8 311$ 6-6-12 61112 6-10-8 160 Scale = 1:51.6 5x8 �l 3.66112 3x4 // 3x8 = 3x6 =15 14 13 12 11 10 9 5x6 = 8-0-0 6-6-12 ' 1-3.4 ' 5-3.8 6-10-8 Plate Offsets (X,Y}- [2:0-2-13,0-1-8], [4:0-5-8,0-2-4], [5:0-6-0,0-8-0], [7:0-4-11,Edge], [7:0-3-8,Edge], [13:0-3-0,0-3-0], (24:0-1-10,0-0-12], [25:0-1-10,0-0-12], (29:11-2-5 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.08 2-17 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.41 Vert(CT) -0.20 2-17 >937 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(CT) 0.02 12 n/a n/a BCDL 7.0 Code IBC2015rrP12014 Matrix -S Wind(LL) 0.03 16-17 >999 240 Weight: 239 Ib FT = 20% LUMBER- a BRACING - TOP CHORD 2X6 OF No.2 G 'Except' TOP CHORD Structural wood sheathing directly applied or 5-3-5 oc purlins. 4-7: 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Std G OTHERS 2X4 DF Std G REACTIONS. All bearings 12-5-8 except (jt=length) 2=0-5-8, 15=0-3-8. (lb) - Max Horz 2=-150(LC 29) Max Uplift All uplift 100 Ib or less at joint(s) 10 except 2=-1108(LC 33), r i i'• 1 11=-727(LC 34),14=-100(LC 1),7=-459(LC 34),15=-104(LC 34) UN Max Grav:' A l reactions 250 Ib or less at joint(s) 9, 10, 12, 14 except 2=1408(LC ® ^OC t i 30), 11=993(LC 37), 7 498(LC 41), 15=310(LC 1) BUTl v1S10N FORCES. (Ib) -.Max. Comp./Max.-Ten. =All forces 250 (Ib) or less except when shown. �� Jy �® TOP CHORD 2-3=-2216/1603,3-4=-1512/1016,4-5=-1297/867, 5-6=-1861/1415, 6-7=-1314/1307 1•• ���yyy BOTC 2-17=-1167/17 WEBS 3-17=-294/214. 3-17=-294 21424-17=-1 6/40495-17=450/461, 5- 61 529/385, 6-16=-948/1395. 1/360, AIr V 10-11=-510/540, 9-10=-701/731, 7-9=-1215/1246 6-11=-1205[744 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 8-1-12, Exterior(2) 8-1-12 to 11-1-12 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 �OFESS/QN 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry QQ ZH �F Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. ��, �M qQ 'yC 4) All plates are 1.5x4 MT20 unless otherwise indicated. �= 2 5) Gable studs spaced at 14-0 oc. V �` 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C 70068 _, �o 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. E, 30- 18 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) 10 except Qt=lb) s1 Q 2=1108,11=727,14=100,7=459,15=104. 10) This truss has been designed for a total drag load of 3600 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist p��FOQ drag loads along bottom chord from 0-0-0 to 28-0-0 for 128.6 plf. November 16,2017 AWARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. �®, Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individuat building component, not ®� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall iia` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bredng of trusses and buss systems, see ANSVTPI'I Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job ' Truss Truss Type Qty Ply Langerwerf Residence PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 K3930420 173976 F2 Roof Special 6 1 , Vert(CT) -0.36 9-10 >931 240 BCLL 0.0 Rep Stress Incr Job Reference o tional meews truss, ttK grove, t:A B56Z4 8.130 s Sep 15 2017 MITek Industries, Inc. Thu Nov 16 12:34:15 2017 Page 1 I D:9RF14fuN EG9SB3plYN FtdXyZt zh-NxLil31 PewZiako23VbUZgMYGygvyKS03zcgkWylcBM -1.6-0 4-2-3 8.0-0 14-4-7 21-8-14 28-0-0 - 29-0-0 16-0 4-2-3 3-9-13 6.4-7 6-0-7 7-3-2 1-6.0 7x8 3.66112 4 Scale = 1:49.7 3x8 = 5x6 = 1.5x4 II Io LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.11 9-10 >999 360 MT20 220/195 TCDL 14.0 'Lumber DOL 1.15 BC 0.61 Vert(CT) -0.36 9-10 >931 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.12 ' 7 n/a n/a - BCDL 7.0 Code IBC2015/TPI2014 Matrix -S Wind(LL) 0.08 9-10 >999 240 Weight: 153 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-3-6 oc purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Std G WEBS 1 Row at midpt 5-11 REACTIONS. (Ib/size) 2=1247/0-5-8, 7=1247/0-5-8 Max Horz 2=-154(LC 10) MaxrUplift 2=-225(LC 12), 7=-223(LC 12) - s FORCES. (lb) - Max. Comp/Max. Ten.,- All forces 250 (lb) or less except when shown. TOP CHORD r ,273=-1556/278, 3-4=-1366/288, 4-5=-1129/250, 5-6=-2002/356, 6-7=-2793/424 BUTTE C®UNTY BOT CHORD 2-11=-126/:1124, 10-11=-215/1850, 9-10=-345/2584, 7-9=-345/2584 WEBS .,s14-11=-1141738,5-11---1009/201.5-10=0/409,6-10=-781/138 t-4_ - UiL®1NG DIVISION NOTES- 1)Unbalanced roof live loads have been considered for this design. ®\ /�® � 2) Wind: ASCE 7-10: Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=oft; Cat. �V/ ll; Exp C; enclosed; MWFRS (directional) an&C-C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gt=1b) 2=225,7=223. Q�OFESS/OAt ZHAo Fy2m C 70068 EXP. 9-30-2018 November 16,2017 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �, _ a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing NOW 1 is at ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 Il A'Tel.• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI7 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 I Q Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov,16 12:34:16 2017 Page 1 C - r ID:9RF14fuNEG9SB3plYNFtdXyZlzh-r7v4VP11PEhZ_CuNFdD6j51vi1MBKhplXlcMOGryIcBL -1&-0 4-2-3 1 8-0-0 14-0-7 - 20-8-14 28-0-0 30-0-0 31-0-0 ,1-6.0 - 4-2-3 3-9-13 6-4-7-1'6-4-7 732 2-0-0 1-6.0 Scale = 1:54.6 .7x8 3.66112 4 a ' r f 3x8 = 5x6 = - 1.5x4.11 - 8.0-0 14-4-7 20.8-14 Job Truss "' Truss Type Ply LaerwerfResidenceK3930421 CSI. DEFL. in (loc) I/defl Ud PLATES. GRIP ' TCLL 20.0 �Qty. TC 0.41 Vert(LL) -0.11 10-11 >999 360 MT20 ' ; ` 220/195 173976 F3 Roof Special 41 r BCLL 0.0 ' Rep Stress Incr YES WB . 0.51 Horz(CT) 0.11 8 n/a n/a • BCDL 7.0 Job Rngeference o tional Matrix -S Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov,16 12:34:16 2017 Page 1 C - r ID:9RF14fuNEG9SB3plYNFtdXyZlzh-r7v4VP11PEhZ_CuNFdD6j51vi1MBKhplXlcMOGryIcBL -1&-0 4-2-3 1 8-0-0 14-0-7 - 20-8-14 28-0-0 30-0-0 31-0-0 ,1-6.0 - 4-2-3 3-9-13 6-4-7-1'6-4-7 732 2-0-0 1-6.0 Scale = 1:54.6 .7x8 3.66112 4 a ' r f 3x8 = 5x6 = - 1.5x4.11 - 8.0-0 14-4-7 20.8-14 28-0-0 7-3.2 8-0-0 - 64-7 6-0-7 Plate Offsets (X.Y)— f2:0-2-13.0-1-81, [4:0-4-15 0-3-81 [5:0-4-0.0-4-81, f7:0-3-1,Edoel:f11:0-3-0.0-3-01 ,LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES. GRIP ' TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.11 10-11 >999 360 MT20 ' ; ` 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.54 Vert(CT) ' -0.34 10-11 >960 240 r BCLL 0.0 ' Rep Stress Incr YES WB . 0.51 Horz(CT) 0.11 8 n/a n/a • BCDL 7.0 Code IBC2015/TPI2014 Matrix -S Wind(LL) 0.08 10-11 >999 240 Weight: 157 Ib FT = 20% 'LUMBER.- BRACING - TOP CHORD 2X6 OF No.2 G . TOP CHORD Structural wood sheathing directly applied or 4-6-5 oc purlins.. BOT CHORD 2X4 OF No.2 G ' `; BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. j WEBS 2X4 OF Std G T .. WEBS 1 Row at midpt 5-12 REACTIONS. (Ib/size) 2=123210-5-8.7=1430/0-5-8,8=-4/0-5-8 1 r Max Horz 2=-161(LC 10) Max Uplift 2=-223(LC 12), 7=-179(LC 12), 8=-68(LC 9) Max Grav 2=1232(LC 1), 7=1430(LC 1), 8=3(LC 22) FORCES. (lb) -Max. Comp./Max. Ten.; All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1533/274, 3-4=-1343/283, 4-5=-1110/249, 5-6=-1951/347, 6-7=-2631/396BOT D1���,0� CHORD2-12=-101/1107,'11-12=-189/1807,10-11=-29512411,7-10=-295/2411WEBS �54;12=-114/724, 51Y=-982/196, 5-11=0/375, 6-11=-647/124 ' SID NOTES- ` y.,:�.. ®��� 1) Unbalanced roof live loads have been considered for this design. . y ,� r ` g _ q 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interjor(1) 1-6-0 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0 :r zone; cantilever left and right exposed ; end vertical left and right ezposed;C-C for members and forces & MWFRS for reactions ' r ti shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide_ will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except Ot=1b) • 2=223,7=179. _ 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8.9� FESSIQN qZHqo C 70068 EXP. 9-30-2018 1t _ . � s�gTF • • A`\ o��\P • a ' November 16,2017• AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. f 0/031015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not - �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■■�•�� . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing •MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSUTP11 Quality Criteria, OSB -89 and SCSI Building Component '� 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 „r 'Job Truss Truss Type Qty Ply Langenvert Residence (loc) I/deft L/d TCLL 20.0 Plate Grip DOL K3930422 173976 F4 Roof Special 2 1 360 TCDL 14.0Lumber DOL 1.15 BC 0.54 Vert(CT) Job Reference (optional) Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:16 2017 Page 1 ID:9RF14fuNEG9SB3plYNFtdXyZ1 zh-r7v4VP11 PEhZCuNFd D6j51 viOMBlhpmXlcMOGzyIcBL 4-2-3 8-0-0 14-4-7 20-8-14 28-0-0 30-0-031-6-0 4-2-3 3-9-13 6-4-7 6-4-7 7-3-2 2-0.0 1:. Scale = 1:53.4 7x8 3.66112 3x4 3x8 = -- 5x6 = 1.5x4 11 8-0-0 144-7 20-8-14 28-0-0 8-0-0 64-7 64-7 7-3-2 LOADING (psf)SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.11 9-10 >999 360 TCDL 14.0Lumber DOL 1.15 BC 0.54 Vert(CT) -0.35 9-10 >954 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.11 7 n/a n/a BCDL 7.0 Code IBC2015rrP12014 Matrix -S Wind(LL) 0.08 9-10 >999 240 LUMBER - TOP CHORD 2X6 DF No.2 G BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Std G PLATES GRIP MT20 220/195 Weight: 153 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-11 REACTIONS. (Ib/size) 1=1111/0-5-8,6=1435/0-5-8,7=-5/0-5-8 Max Horz 1=-155(LC 10) Max Uplift 1=-158(LC 12), 6=-183(LC 12), 7=-68(LC 9) Max Grav 1=1111(LC 1), 6=1435(LC 1), 7=2(LC 22) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-2=-1541/306,2-3=-1362/308,34=-I 123/263, 4-5=-1963/363, 5-6=-2642/410 BOT CHORD ,1,1i==1'44/1'141;'10 -11=-205/1819.9-10=-309/2421,6-9=-309/2421 WEBS -': 3-11=126/743, 4-11=-981/196, 4-10=0/374, 5-10=-647/123 NOTES- } - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=1b) 1=158,6=183. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. N t� c 80 BUTTE COUNTY BUILDING DIVISION APPROVED Q�ypFESSIO& ZHgO C 70068 EXP. 9-30.2018 CIVIL ��P OF CAL\EOEL November 16,2017 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 -7473 m, 10/03/2015 BEFORE USE. Design valid for use only.with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • _A H a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall , � building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI iTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSIRPII quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty PlyLangerwerf Residence TCLL 20.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.11 8-9 >999 360 K3930423 173976 F5 Roof Special 1 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(CT) 0.12 6 n/a n/a Job Reference (optional) Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:17 2017 Page 1 I D:9RF14fuNEG9SB3plYNFtdXyZ1 zh-JJTSil2fAYpQp2yRAweyeFRubl WLQEUhXG5xoPylcBK 4-2-3 8-0-0 14-4-7 20-&14 28-0-0 — _�29-6-0 4-2-3 3-9-13 64-7 64-7 732 1-6-0 Scale: 1/4-=1' 7x8 -Al;al» 3x4 = 10 9 a 4x5 = 3x8 = 5x6 = 1.5x4 II Io LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.11 8-9 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC _ 0.61 Vert(CT) -0.36 8-9 >927 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(CT) 0.12 6 n/a n/a BCDL 7.0 Code IBC2015rrP12014 Matrix -S Wind(LL) 0.09 8-9 >999 240 Weight: 149 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Std G WEBS 1 Row at midpt 4-10 REACTIONS. (Ib/size) 1=1126/0-5-8,6=1250/0-5-8 Max Horz 1=-148(LC 10) Max Uplift 1=-159(LC 12), 6=-226(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1563/310, 2-3=-1386/313, 34=-1142/267, 4-5=-2015/373, 5-6=-2800/438 :10=-166/1158, 9-10=-232/1871, 8-9=-359/2586, 6-8=-357/2589 BOT CHORD 1:10=-166/1158,3-10=-127[753,4-10=-1013/2 WEBS'. 3-10=-127/753, 4-10=-1013/201, 4-9=0/409, 5-9=-770/136 NOTES= (�� 1�./ , 1) Unbalanced roof live loads have been considered for this design. �1V� J-0`AG 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=oft; Cat. �kJiN [G� 1EJ Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=159,6=226. �pfESS1g ZHq o p Fyc� C 70068 � November 16,2017 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 - Job Truss Truss Type Qty Ply Langerwerf Residence 5-10-0 6-8-11 .g LOADING (psf) SPACING- 2-0-0 SLIDER K3930424 173976 G1 Roof Special 6 1 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) Job Reference (optional) mecn a r ruga, un vruve, i,r� aoocr 8.13u s bep lb zu1 / MI I eK Industries, Inc. I hU NOV 18 12:34:18 2017 Page 1 ID:9RF14fuNEG9SB3pIYNFtdXyZlzh-nW1gw53HxrxHRCXdke9BAS 159ws9flglwrULrylcBJ . _-12-5-8 3-11-0 7-6-8. 13-10.15 20.3.6 27-0-8 12-5-8 3-11-0 3-7$ 6.4-7 6-4-7 7-3.2 1-0.0 8x8 � 3.66112 9.00 12 6 17 019 9 0 Scale = 1:84.0 Plate Offsets (X.Y)-- - 12-5-8 f2:0-0-7.Edoel f2:0-0-7.0-1-81.[6:0-5-8 0-4-01 7-6-8 '1-7-0' [7704-0,04-81, [12:0-3-0.0-3-01 5-10-0 6-7,7-10: 2X6 DF No.2 G 5-10-0 6-8-11 .g LOADING (psf) SPACING- 2-0-0 SLIDER CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.15 1-2 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL .1.15 BC 0.28 Vert(CT) -0.44 , 1-2 >582 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(CT) 0.12 13 n/a We BCDL 7.0 Code IBC2015/TP12014 Matrix -S Wind(LL) 0.16 1-2 >999 240 Weight: 225 Ib FT = 20% LUMBER - TOP CHORD 2X10 DF No.2 G'Except� 6-7,7-10: 2X6 DF No.2 G BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Std G SLIDER Left 2x4 DF Std -G 1-10-2 t BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-2-2 oc bracing. WEBS 1 Row at midpt 6-13 REACTIONS. i(Ib/size) 13=2659/0-3-8, 1=443/Mechanical, 9=312/0-5-8 Max Horz 1=272(LC 12) f Max Uplift 13=;522(LC 12), 9=-116(LC 10) r Max'Grav,13=2659(LC 1), 1=450(LC 21), 9=565(LC 22) FORCES. (lb) -Max. Comp:/Max. Ten..-, All forces 250 (lb) or less except when shown. TOP CHORD - 1-2=-291/522; 2-5=-375/1682, 5-6=-374/1857, 6-7=-408/2040, 7-8=-310/1387, 8=9=-681 /926 BOT CHORD2-14=-1340/394,13-14=-1430/4,49,12-13=-1400/412,11-12=-870/557. 9-11=-845/581 WEBS 6-13=-2075/443, 7-13=,-980/208,7-12=-18/446, 8-12=-848/177 ' S NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2)-12-4-12 to -9-4-12, Interior(1)-9-4-12 to 7-6-8, Exterior(2) 7-6-8 to 10-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. ' 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 13=522,9=116. AUT B E COUNTY BUILDING DIVISION APPROVED IT Q�pFESSIQ/V ZH4 C 70068 E .9-30-2018 November 16,2017 ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 10/03/2015 BEFORE USE.ttt���• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - � a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall afflim building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Lan gerwert Residence K3930425 173976 G2 If Roof Special 112 Meek's Truss„ Elk Grove, GA 95624 .. 125• ••• 12-5-8 Qty Ply, • ' Job Reference (optional) ♦ " 8.130 s Sep 15 2017 MiTek Industries, Inc., Thu Nov 16 12:34:19 2017 Page 1 4% ID:9RFI4fuNEG9SB3plYNFtdXyZlzh-GiaD7R4vh9383M6glLgQjgWC1ZG5u6H_aa2tiylcBl , 3.11-0 7.6.8 13.10.15 20.3-6 - 27-6.8 29-0-$, 3-11-0 3-7-8 6-0-7 ,• 6-0-7 8x8 Z 3.66 1 12 ', - - Scale = 1:84.0 - i g.00 12 a r. 6 17 7x8 � - " 1. 3x6 J u . • r)' C 6x8 ii 7 , .. 16 'a- 3x4 zz� y • 6x6;1 •*5 - a 8 .. ' 4 i3 2 9 .101q , ' .v tZ_ 3x5 = 14 • 13 . 12 .11' 3x4 v - - 5x8= 3x4 = _ - 5x6 = 1.5x4 1\ a. r 4x4= •. . 15 • -12-5-8 7-" - g-1-12 14-11-12 20•g-13 '4 - -- 12-5-8 .7-" 1-7-4 5-10-0 510-0 Plate Offsets (X Y)-- 12:0-0-7 Edgel [2:0-0-7.0-1-81, [6:0-5-8.0-4-01, [7:0-4-0.0-4-81, 0 2:0-3-0.0-3-01 s LOADING (pso SPACING-- 2-0-0 CSL DEFL.. _ in (loc), •I/deft Ud "PLATES GRIPr TCLL . 20.0 Plate Grip DOL 1.15 • TC 0.49. Vert(LL) -0.15 t -1-2, >999 ;'360 , MT20 220/195 TCDL 14.0 Lumber DOL' 1.15 • BC: 0.28 Vert(CT) -0.43 1-2 >601; " 240 y. ..r BCLL 0.0 Rep Stress Incr YES • • WB 0.72. Horz(CT) 0.12 • 13 • n/a 44%n/a ' BCDL' 7.0 .'Code IBC2015/TPI20114 • Matrix -S' Wind(LL) _0.15 : 1-2 >999 240 Weight: 225 lb FT = 20%* , LUMBER a qr t r r BRACING- ..t+ TOP, CHORD 2X10 DF No.2 G 'Except' ' E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.. 6-7,7-10: 2X6 DF No.2 G - BOT CHORD Rigid ceiling directly applied or 5-2-10 oc bracing. BOT CHORD 2X4 DF No.2 G - WEBS 1 Row at midpt ' 6-13 t WEBS 2X4 DF Std G a « SLIDER . , Left 2x4 DF Std -G 1-10-2 REACTIONS. (Ib/size) 13=2644/0-3-8, 1=438/0-5-8, 9=318/0-5-8 - w1 Max Horz 1=268(LC 12) Y + 00�,v y Max Uplift 13=-517(LC 12), 9=-11O(LC 10) ' ' ' ��I�� rg\ J1Slo ` ` P i, Max Grav 13=2644(LC 1), 1=445(LC 21) 9 569(LC 22) i, v FORCES. ,1(lb) Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP. CHORD 1'2=-288/516, 2-5---368/1662, 5-6=-367/1833, 6-7=-401/2016, 7-8=-303/1365, ONI 8-9=-691/905+, - �% BOT CHOR62-14=-1312/386, 13-14=-1410/443, 12-13=-1376/406, 11-12=-850/567, 9-11=-825/591 r } + - ' WEBS' .. i16-13=-2059/438,7-13=-97§/208.7-12=-18/445.8-12=-846/176 , —4 + e NOTES- 1) Unbalanced roof live loads have been considered for this design. n , 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. f. _ r +� I II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2)-12-2-12 to -9-2-12, Interior(1)-9-2-12 to 7-6-8, Exterior(2) 7-6-8 to 10-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for , reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 w_ ide will fit between the bottom chord and any other members. s - 5) A plate rating reduction of 20% has been applied for the green lumber members. " 1 , �OFESSIO/y 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI1TPI 1 angle to grain formula. Building designer should verify ;. • . ��Oe �M ZHgO F� capacity of bearing surface. r , w �. C 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=1b) 03=5117, 9=110. J C 70068 r , s EXP. 9.30-2018, + ' • , ; .% / - r * • •CIVIL •� ' M 1 _ .. .. NnvPmhPr 16.?017'::• AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 rev. 1010312015 BEFORE USE. _ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not } Nil building a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall , ■■Nil building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing•` M ITek ` is ahvays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _ t fabrication, storage, delivery, erection and bracing of trusses and truss systems, see.. Quality Criteria, DSB-89 and BCSI Building Component - 250 Klug Circle . Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _ Corona, CA 92880 Job ' Truss Truss Type Qty Ply Langerwert Residence q 2 0-11_ 6.9-11 0- 2 5-5-8 ,-7-5 4-11_1 BUILDING DIVISION Plate Offsets (X,Y)-- [3:0-4-0,Edge], [5:0-6-0,0-4-0], [6:0-0-0,0-2-12], [7:0-5-0,0-7-4],[8:0-1-13.0-0-0], [9:0-7-0,0-5-0], [10:0-11-4,Edge], [10:0-1-8,0-4-0], [15:0-7-0,0-5-4], K3930426 173976 G3-3200 'GABLE COMMON 1 1 SPACING- 2-0-0 12-13=-3830/2242, 10-12=-4388/2863 CSI. WEBS 9-15=-5634/3274, 9-13=-2080/3574, 5-16=-1935/941, 7-16=-2603/5696, 7-15=-2944/1341, DEFL. in (loc) I/defl Lid Job Reference (optional) meeK s I WSS, CIK torove, LA aoozq 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:23 2017 Page 1 ID:9RF14fuN EG9SB3plYNFtdXyZ1 zh-8Tgjzo7QIOZZYzPbXBkMtWhmlAY1 gtgZvCYF03ylcBE - 2.5.8 -2- 6-8-1 -0-3 -6.8 12.5.8 •SO 2.9.11 2-515 4•S11 53-10-1 -6-0 0-9-14 Scale = 1:93.4 8x8 Z� 2x4 II 2x48.66 12 2x4 II 2x4 II 9x12 M18SHS 9.00 12 3x4 //3x4 // 806 3x6 113x6 I13x6 II 5 9x12 M18SHS r 48 12x12 3x6 11 3x6 �� 6 6x8 i 78 2x4 11 9x12 M18SHS N 4 18x12 // 47 § 9 806 O 3 2 1 49 10 11 "Y 5x82x4 2x4 I I -`16 2x4 11 2x4 11 15 14 13 12 6x8 = 2x4 II 602 = 2x4 II 10x14 M18SHS = 5x10 11 3x4 zz� 3x6 = 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 0 Max Uplift All uplift 100 Ib or less at joint(s) 1 except 15=-3296(LC 33), BUTTE COUNTY 10=-926(LC 30),13=-3032(LC 30),14=-165(LC 30) -12-5-8 - 6-1-8 q 2 0-11_ 6.9-11 0- 2 5-5-8 ,-7-5 4-11_1 BUILDING DIVISION Plate Offsets (X,Y)-- [3:0-4-0,Edge], [5:0-6-0,0-4-0], [6:0-0-0,0-2-12], [7:0-5-0,0-7-4],[8:0-1-13.0-0-0], [9:0-7-0,0-5-0], [10:0-11-4,Edge], [10:0-1-8,0-4-0], [15:0-7-0,0-5-4], (16:0-1-8,0-3-01,[17:3-5-4,0-2-01 [22:9-0-2.0-2-01, 125:0-1-13.0-0-121 [28:0-1-13.0-0-121, [31:0-1-13.0-0-121 E 018 LOADING (pso SPACING- 2-0-0 12-13=-3830/2242, 10-12=-4388/2863 CSI. WEBS 9-15=-5634/3274, 9-13=-2080/3574, 5-16=-1935/941, 7-16=-2603/5696, 7-15=-2944/1341, DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.31 1-2 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.66 Vert(CT) -1.00 1-2 >335 240 M18SHS 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.61 15 n/a n/a BCDL 7.0 Code IBC2015rrP12014 Matrix -S Wind(LL) 0.66 1-2 >508 240 Weight: 325 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G 'Except' TOP CHORD Structural wood sheathing directly applied. 3-5,1-3: 2X10 DF No.2 G BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2X6 DF No.2 G WEBS ♦ 1 Row at midpt 9-15, 5-16, 7-16 WEBS 2X4 DF No.2 G *Except* 5-16,7-15,4-16: 2X4 DF Std G OTHERS 2X4 DF Std G REACTIONS. All bearings 12-6-8 except Qt=length) 1=Mechanical (lb) - Max Horz 1=270(LC 33) Max Uplift All uplift 100 Ib or less at joint(s) 1 except 15=-3296(LC 33), BUTTE COUNTY 10=-926(LC 30),13=-3032(LC 30),14=-165(LC 30) �� �,M Max Gra. ' All reactions 250 Ib or less at joint(s) 12, 14 except 15=5580(LC 30), 15=4,751(LC.1)410=645(LC 33),13=1966(LC BUILDING DIVISION 33), 1=513(LC 1) -•, . FORCES. (Ib) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown. PPROVED TOP CHORD 1-2=-323/517, 24=7600/1655, 4-5=-1184/2433, 5-7=-1963/2955, 7-8=-4436/8323, 8-9=-5392/9503, 9-10=-2906/4500 E 018 BOT CHORD 2-16=-1451/875, 15-16=-8158/4455, 14-15=-3520/1932, 13-14=-3691/2103, 12-13=-3830/2242, 10-12=-4388/2863 tJ1J . Will- V1L �P WEBS 9-15=-5634/3274, 9-13=-2080/3574, 5-16=-1935/941, 7-16=-2603/5696, 7-15=-2944/1341, 9TF OF CAL)F�� 4-16=-748/446,8-15=-2024/975 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=oft; Cat II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2)-12-4-12 to -9-4-12, Interior(1)-9-4-12 to 7-8-4, Exterior(2) 7-8-4 to 11-11-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �pFESSIOJV QQ ZH `F ,4 tiC �� �,M 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. U2t� C 70068 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1 oc. E 018 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom tJ1J . Will- V1L �P chord and any other members. 9) 9) A plate rating reduction of 20% has been applied for the green lumber members. 9TF OF CAL)F�� 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (it=1b) Nnvemher 16-2017 > . AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev.. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and 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 brecing _ Welk' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WYE fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 a Job Truss Truss Type Qty Ply Langerwerf Residence K3930426 173976 G3-3200 GABLE COMMON 1 1 Job Reference o tional Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:23 2017 Page 2 " - I D:9RF14fuNEG9SB3plYNFtdXyZl zh-8Tgjzo7QIOZZYzPbXBkMtWhmlAYl gtgZvCYF03ylcBE NOTES - 12) This truss has been designed for a total drag load of 3200 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-6-1 for 116.3 plf. 13) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. e� 110Go��O e PN119 QRo AWARNING - Verfry design peremeters end READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11411-7473re, 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not ' a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall ISO* 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 ANSUPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job r Truss Truss Type Qty DEFL. Langerwerf Residence I/deft Ud TCLL 20.0 �Ply� K3930427 173976 H1 ATTIC 3 1 TCDL 14.0 Lumber DOL 1.15 BC . 0.68 Vert(CT) Job Reference (optional) Meek's 1 russ, tIK Grove, GA 9bb"14 1 - � 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:24 2017 Page 1 ID:9RF14fuN EG9SB3plYNFtdXyZ1 zh-cfO6B882WhhQ97_n5uGbQjEzQauyZOh8slpYVylcBD 14-141 28$13 6-11-12 12-2-12 ,13-110-8,, 20.1-8 26-1-8 27-4-0 32-0-12 ' 3511-14 40-0.0 6-11-12 5-3-0 1.7.12 6-0-0 6-0-0 1.2.81-413 3.1.75 311.2 4-0-2 03-0 Scale = 1:74.1 6x6 = 4x8 — 6x6 = 4 21 252 24 6 7x8 �i go 4x6 O 3 7 4x6 9.00 12 18 17 , 4x6 5x8 = 1.5x4 II 4x4 II 5x6 4x5 �i 20 8 2 ' 19 ry 1 o . 5x8 = 15 3x6 II 14 .13 12x12 = 10x12 = 14-1.8 i 611.12 12-2-12 13-10-8 20.1-8 32-412 3571-14 40-00 ' 611.12 ' S3-0 1-7-12 40-0 11-11-0 3-71-2 4.0-2 43-0 ` LOADING (psf)SPACING- ,1 4-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.39 12-13 >855 360 TCDL 14.0 Lumber DOL 1.15 BC . 0.68 Vert(CT) -0.83 12-13 >397 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.04 10 n/a n/a BCDL 7.0 Code IBC20151TP12014 Matrix -S Wind(LL) 0.08 12-13 >999 240 LUMBER - TOP CHORD 2X6 DF SS G 'Except* 4-6:2X6 DF No.2 G BOT CHORD 2X10 DF No.2 G `Except* 12-14:2X10 OF SS G WEBS 2X4 DF Std G'Except* BRACING - TOP CHORD BOT CHORD WEBS JOINTS 7-16,7-8: 2X4 DF No.2 G y f, REACTIONS. (Ib/size) 1=1049/0-5-8, 10=1209/0-5-8, 14=264/0-5- r 1� Max Horz 1=171(LC 11) Max Uplift 1=-65(LC 12), 10=-30(LC 12), 14=-64(LC 9) Max Grav 1=1261(LC 19), 10=1573(LC 19), 14=451(LC 18) r- - FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1896/175.2-3=-1799/187.34 =-940/0, 4-5=465/0, 5-6=-274/188, 6-7=-457/153, 7-8=-1720/165, 8-9=-2321/56,9-10=-2393/127 BOT CHORD 1-15=-58/1367, 14-15=-58/1367, 13-14=0/1277, 12-13=0/1589, 11-12=-63/1902, 10-11=-63/1902 WEBS 8-12=0/966, 9-12=-408/149.13-16=-146/461, 4-16=0/520,3-14=-109010,2-14=-250/133, 16-18=-750/6, 17-18=-750/6, 7-17=-1696/55, 6-17=-6/345, 5-17=-972/79, 5-16=-577/247, 3-16=-965/196, 9-11=-325/24, 3-13=0111 398 5x8 = PLATES GRIP MT20 220/195 Weight: 360 Ib FT = 20% Structural wood sheathing directly applied or 3-6-6 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. Rigid ceiling directly applied or 8-5-2 oc bracing., 1 Row at midpt 13-16.3-14 1 Brace at Jt(s): 17, 18 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Extedor(2) 0-2-12 to 4-2-12, Interior(1) 4-2-12 to 13-10-8, Exterior(2) 13-10-8 to . 32-0-12, Interior(1) 32-0-12 to 39-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 7-8, 16-18, 17-18, 7-17 , 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 12-13 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, 10, 14. 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. 12) Attic room checked for U360 deflection. BUkpjN COUNT), APpRo���N QEypFESS/ONS ZHAo �2c� C 70068 ^_ 9-30- 8 S P November 16,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/038015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not r �• a truss system. Before use, the building designer must 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 bmcing 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 ANSViPl1 Quality Criteria, DSB-09 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Carona, CA 92880 Job Truss Truss Type Qty 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. Langerwerf Residence 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-2-12 to 4-2-12, Interior(1) 4-2-12 to 13-10-8, Exterior(2) 13-10-8 to 32-0-12, Intedor(1) 32-0-12 to 39-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members �Ply� K3930428 173976 H1-1500 ATTIC 1 1 = 2 will fit between the bottom chord and any other members. U C 70068 6) Ceiling dead load (5.0 psf) on member(s). 7-8, 16-18, 17-18, 7-17 W 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 12-13 Job Reference (optional) Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:26 2017 Page 1 I D:9RF14fuNEG9SB3plYNFtdXyZl zh-Y2Vsbg912Jx8PQ8ACJ13VSJJvOZQ 11 D?bAnwdOylcBB 14-1-8 28•&13 &11.12 12-2.12 ,1110.8, 20.1-8 2&1.8 27-0.0, 32-Q72 35-11-14 40-0-0 &11-12 53-0 1-7-12 &00 6-0-0 1-2.8 1-0-13 3-3-15 3-11-2 4-0-2 0.3-0 Scale = 1:74.1 4 4 cs 6x6 = 4x8 = 6x6 = 4 212212L rsa rsa 24 6 7x8 i 4x6 �' 7 4x6 9.00 12 4x5 -i 20 19 .18 17 5x8 = 1.5x4 II 4x4 II 5x8 = - 15 14 13 3x6 II 12x12 = 10x12 = 4x6 5x6 8 4x5 9 10 N I� 0 12 11 5x8 = 10x12 = 3x6 II 14.1.8 &11.12 12-2.12 ,13-10-8.1 20.11 32-0-12 3571-14 40-0-0 r &11.12 5-3-0 1-7-12 6-0-0 11-114 111-2 4-0-2 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.39 12-13 >855 360 < MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.68 Vert(CT) -0.83 12-13 >397 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(CT) 0.04 10 n/a n/a BCDL 7.0 Code IBC2015/TP12014 Matrix -S Wind(LL) 0.09 12-13 >999 240 Weight: 360 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc puffins, except 4-6:2X6 OF No.2 G 2-0-0 oc pudins (6-0-0 max.): 4-6. BOT CHORD 2X10 OF No.2 G 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 12-14: 2X10 OF SS G WEBS 1 Row at midpt 13-16,3-14 WEBS 2X4 OF Std G 'Except' JOINTS 1 Brace at Jt(s): 17 8 7-16,7-8: 2X4 OF No.2 G w` REACTIONS. (Ib/size) 1=1049/0-5-8, 10=1209/0-5-8.14=264/0-5-8 U Max Horz 1=171(LC 11) �O1vlV,O� Max Uplift 1=-719(LC 33), 10=-478(LC 34), 14=-270(LC 28) ' U p�N('' D Max Grav 1=1343(LC 32), 10=1573(LC 18), 14=553(LC 29) 3 1{r 0\j5 FORCES. ' (Ib) - Max.-Comp./Max. Ten. - All forces 250 (lb) or less except when shown. /� {,r{` TOP CHORD B 1-2=-2332/1159; 2-3=-1919/873, 3-4=-940/129, 4-5=-769/141, 5-6=-274/324, /u� t11t, . 1 - 6-7=-457/312, 7-8=-1720/504, 8-9=-2321/598, 9-10=-2393/802 BOT CHORD 1-15=-887/1748, 14-15=-634/1521, 13-14=-361/1277, 12-13=-300/1589, 11-12=-447/1902, 10-11=-604/1902 WEBS 8-12=0/966,9-12=-462/203,13-16=-146/461. 4-16=0/520,3-14=-109010,2-14=-270/149, 16-18=-750/109, 17-18=750/109, 7-17=-1696/57, 6-17=-53/345, 5-17=-972/237, 5-16=-577/431, 3-16=-1077/495, 9-11=-325/62, 3-13=0/1398 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-2-12 to 4-2-12, Interior(1) 4-2-12 to 13-10-8, Exterior(2) 13-10-8 to 32-0-12, Intedor(1) 32-0-12 to 39-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ()FESSION �F 3) Provide adequate drainage to prevent water ponding. This for bottom live load live loads. OQ ZH q0 �C 4) truss has been designed a 10.0 psf chord nonconcurrent with any other mak, �M 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide = 2 will fit between the bottom chord and any other members. U C 70068 6) Ceiling dead load (5.0 psf) on member(s). 7-8, 16-18, 17-18, 7-17 W 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 12-13 8) A plate rating reduction of 20% has been applied for the green lumber members. EXP. 9-30-2018 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=719,10=478,14=270. Lumber DOL=(1.33) Plate DOL=(1.33) Connect IL 10) This truss has been designed for a total drag load of 1500 Ib. grip truss to resist q ��\P drag loads along bottom chord from 0-0-0 to 40-0-0 for 37.5 plf. ALF 11) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. November 16,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component. not �• a truss system. Before use, Bre 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 MiTek1 is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPI1 Quality Criteria, DSB-09 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 A3' 'Job Truss Truss Type Qty Ply Langerwerf Residence K3930428 173976 H1-1500 ATTIC 1 1 - Job Reference(option al Meek's Truss,' Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:26 2017 Page 2 I D:9RF14fuNEG9SB3plYNFtdXyZl zh-Y2Vsbg912Jx8PQ8ACJ13V8JJvOZQ11D?bAnwdOylcBB NOTES - 12) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. t 13) Attic room checked for U360 deflection. r � I� � 7 �ecolj � telt rt• /No Atry PP YLZ�6,v Povt6 ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall RUN building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW A f�®1.' _ • is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �Y� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Type oty Ply Langerwerf Residence r ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2)-0-7-10 to 3-4-6, Interior(1) 3-4-6 to 13-10-8, Exterior(2) 13-10-8 to ]ATTICruss 32-0-12, Interior(1) 32-0-12 to 39-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 K3930429 173976 H2 5 1 will fit between the bottom chord and any other members. _ %G 6) Ceiling dead load (5.0 psf) on member(s). 8-9,16-17, 17-18, 8-18 C 70068 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 12-13 Job Reference (optional) Meek's Truss, Elk Grove, CA 95624 6.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:27 2017 Page 1 I D:9RF14fuNEG9SB3plYNFtdXyZ1 zh-1 E3EpAAxpc3?OajMml pl2MsUEnvRmk69ggWT9qyIcBA 14-1$ 28$13 7- 0 6-11-12 12-2-1 13-10-8 20-1$ 26.1$ 7.4-0 32-0-12 3511-14 d0-0-0 Q •1 111.12 5-3-0 1-7-12 600 fs0-0 1-2$ d-13 31-15 3.11.2 402 010 ' Scale = 1:74.6 ri 0 6x6 = 4x8 = 6x6 = 5x8 = 15 14 13 12 5x8 = 3x6 II 10x12 = 10x12 = 8x16 II 14-1$ 6.11.12 1 12.2.12 ,13-10$ ,. 20-1-8 32012 40-0-0 6-11-12 53-0 1.7.12 600 11.11.4 7-11-0 0-3-0 Plate Offsets (X Y)-- 14:0-0-12.0-2-01, 18:0-2-1.0-2-01. 19:0-1-15.0-2-01. [12:0-3-8.0-7-81. [13:0-8-0.0-3-81. [14:0-6-0.0-7-81. [16:0-2-8.0-2-81 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.40 12-13 >822 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.69 Vert(CT) -0.86 12-13 >385 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(CT) 0.04 11 n/a n/a BCDL 7.0 Code IBC2015ITP12014 Matrix -S Wind(LL) 0.08 12-13 >999 240 Weight: 359 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins, 7-11: 2X6 DF SS G except BOT CHORD 2X10 DF No.2 G *Except* 2-0-0 oc purlins (6-0-0 max.): 5- 12-14: 2X10 DF SS G BOT CHORD Rigid ceiling directly agage4F& c' g:• ;e.� WEBS 2X4 DF Std G *Except* WEBS 1 Row at mid�6',��F.. n 8-16,8-9: 2X4 DF No.2 G JOINTS 1 Brace af'yftsla O�v REACTIONS. (Ib/size) 11=120410-5-8,2=1079/0-5-8,14=279/0-5-8 ��' +, it r . Max Horz 2=177(LC 11) Max Uplift 11=-33(LC 12), 2=-93(LC 12), 14=-57(LC 9) Max Grav 11=1560(LC 19), 2=1258(LC 19), 14=494(LC 18) wp?�o FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1845/184, 3-4=-1752/193, 4-5=-916/0, 5-6=-745/0, 6-7=-272/182, 7-8=-451/149, 8-9=-1695/171, 9-10=-2266/67, 10-11=-2524/75 BOT CHORD 2 -15= -60/1322,14 -15=-60/1322,13-14=0/1238,12-13=0/1561,11-12=-28/2001 WEBS 9-12=0/896, 10-12=-530/98, 4-14=-1154/0, 13-16=-169/445, 5-16=0/504, 16-17=-72217, 17-18=-72217, 8-18=-1668/66.7-18=-7/340. 6-18=-957/80,6-16=-589/248, 4-16=-966/209, 4-13=0/1445 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2)-0-7-10 to 3-4-6, Interior(1) 3-4-6 to 13-10-8, Exterior(2) 13-10-8 to 32-0-12, Interior(1) 32-0-12 to 39-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. ()FESS/o 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' OQ ZH <F qQ '>rC 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. _ %G 6) Ceiling dead load (5.0 psf) on member(s). 8-9,16-17, 17-18, 8-18 C 70068 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 12-13 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) 11, 2, 14. 9-30- 8 10) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 11) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE s1 Q VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. A`\FOS 12) Attic room checked for U360 deflection. November 16,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 rev. 10103/1015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �- a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall ■•Y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSS -a9 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job • Truss Truss Type Qty PlyLangerwerf Residence 11-114 7-11-0 Plate Offsets (X,Y)-- [2:0-4-0,Edge], [3:0-5-8,0-1-12], (4:0-5-8,0-2-4], (5:0-5-0,0-3-4], [8:0-2-1,0-2-0], [9:0-1-15,0-2-4], [12:0-3-8,0-7-8], (13:0-3-8,0-7-12], (14:0 -0 -3,0 -1 -4), f14:0 -6 -0.0 -7 -81.f23:0 -2 -8.0 -2 -81.f27:3 -2-6,0-2-01.f39:0-1-12,0-0-01 4-14=-966/63, 3-14=-340/576, 23-24=-769/173, 24-25=-769/173, 8-25=-1689/72, K3930430 1173976 H3-2500 GABLE 1 1 DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.79 Job Reference (ootionall Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:30 2017 Page 1 ID:9RF14fuNEG9SB3plYNFtdXyZ1 zh-RpINRCCp6XSat2SxR9M?f_U?X?x5z6QbWol7m9ylcB7 28-8-13 -0 7- 0 6-11-12 13-10-8 1 -8 20-1-8 26-1-8 7-0 32-0-12 3571-14 40-0-0 0- - 0 6-11-12 6-10-12 0- W 6-0-0 -2-8 3-3-15 3-11-2 4�2 7x8 = 2x4 11 1-0-13 Scale = 1:86.1 a.a \\ 2x4 II 4x8 = 6x6 = 8x8 'i 22 21 20 19 18 17 16 15 1413 12 5x8 �, 5x8 = 3x6 II 3x6 II 3x6 II 12x12 = 3x6 11 ' 3x6 II 10x12 = 3x6 11 3x6 11 3x6 11 10x12 = 6.11-12 12-2-0 14-1 20-1$ 32.0-12 40-0-0 6-11-12 5.2.4 r1 -11-8r 6-0-0 11-114 7-11-0 Plate Offsets (X,Y)-- [2:0-4-0,Edge], [3:0-5-8,0-1-12], (4:0-5-8,0-2-4], (5:0-5-0,0-3-4], [8:0-2-1,0-2-0], [9:0-1-15,0-2-4], [12:0-3-8,0-7-8], (13:0-3-8,0-7-12], (14:0 -0 -3,0 -1 -4), f14:0 -6 -0.0 -7 -81.f23:0 -2 -8.0 -2 -81.f27:3 -2-6,0-2-01.f39:0-1-12,0-0-01 4-14=-966/63, 3-14=-340/576, 23-24=-769/173, 24-25=-769/173, 8-25=-1689/72, 4-23=-1177/625, 4-13=-53/1231, 7-25=-73/339, 6-25=-954/303, 6-23=-517/490 LOADING (psf) SPACING- 1-4-0 CSI. 1) Unbalanced roof live loads have been considered for this design. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.40 12-13 >835 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.70 4) Provide adequate drainage to prevent water ponding. Vert(CT) -0.84 12-13 >394 240 \F� BCLL 0.0 ' Rep Stress Incr YES WB 0.62 November 16,2017 Horz(CT) 0.04 11 n/a n/a BCDL 7.0 Code IBC2015rrP12014 Matrix -S Wind(LL) 0.09 12-13 >999 240 Weight: 441 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G 'Except* TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins, 7-11: 2X6 OF SS G, 2-5: 2X4 DF No.1&Btr G except BOT CHORD 2X10 DF No.2 G *Except* 2-0-0 oc pudins (6-0-0 max.): 5-7. 12-14: 2X10 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2X4 DF Std G *Except* 8-0-15 oc bracing: 12-13. 8-23,8-9: 2X4 DF No.2 G WEBS 1 Row at midpt 13-23,4-14 OTHERS 2X4 DF Std G JOINTS 1 Brace at Jt(s): 24, 25 ,y r REACTIONS. All bearings 12-5-8 except (jt=length) 11=0-5-8. (Ib) - Max Horz 2A176(LC 11) 1, ; ���� E Max Uplift All uplift 100 Ib or less at joint(s) 22, 21, 20, 19, 17, 16 except COUNTY 11=-759(LC 34), 2=-897(LC 33), 18=-559(LC 33), 14=-909(LC 32), 15=-1100(LC BUILDING 43) DIVISION Max Grav All reactions Ib less joints) 22, 20. 19, 17, 15 3 3 06 except 11=1630(LC 43), 2=1353(LC 32), 18=906(LC 44), 14=1237(LC 0( ), 29), APPROVED 16=368(LC 43) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2428/1546, 3-4=-2538/1462, 4-5=-1099/388, 5-6=-818/223, 6-7=-375/446, 7-8=-500/409, 8-9=-1725/726, 9-10=-2360/958, 10-11=-2726/1244 BOT CHORD 2-22=-1233/1903, 21-22=-1066/1736, 20-21=-983/1653, 19-20=-891/1569, 18 -19=-814/1486,17-18=-793/1460,16-17=-729/1388,15-16=-646/1313, 14 -15=-563/1230,13-14=-699/1496,12-13=-599/1664,11-12=-906/2130 WEBS 3-18=-1050/602.13-23=-681481, 5-23=-90/524, 9-12=0/897,10-12=-528/129, 4-14=-966/63, 3-14=-340/576, 23-24=-769/173, 24-25=-769/173, 8-25=-1689/72, 4-23=-1177/625, 4-13=-53/1231, 7-25=-73/339, 6-25=-954/303, 6-23=-517/490 NOTES- Q�(gEsslo � �,M ZHAp Ftic 1) Unbalanced roof live loads have been considered for this design. ��� = 2 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. V C 70068 ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2)-0-7-10 to 3-4-6, Interior(1) 3-4-6 to 13-10-8, Exterior(2) 13-10-8 to Z 32-0-12, Interior(1) 32-0-12 to 39-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 XP. 9.3 8 't 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 37T �Q 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated. \F� 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. November 16,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall e,iTek• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iW fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 250 IOug Circle Safety Information available from Truss Plate Institute, 2118 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Meek's I russ, LIK (irove, (:A 9b6Z4 6.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:31 2017 Page 2 ID:9RF14fuNEG9SB3plYNFtdXyZl zh-vOJIfXDRtraRVC07?suECCOAHPGKiZgIISUg lbylcB6 NOTES - 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Ceiling dead load (5.0 psf) on member(s). 8-9, 23-24, 24-25, 8-25 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 12-13 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 22, 21, 20, 19, 17, 16 except Qt=lb) 11=759, 2=897, 18=559,14=909,15=1100. . 13) This truss has been designed for a total drag load of 2500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 40-0-0 for 62.5 plf. 14) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 15) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 16) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. 17) Attic room checked for U360 deflection. • � ,1. ti! i +t yy ., r#,t.,t. A . C'100�57P-\ PP AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rov. 10/032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not,.• > a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall i•� building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing '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 buss systems, see ' ANSUTP11 Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Langerwerf Residence K3930430 173976 1-13-2500 GABLE 1 1 Job Reference (option 1 Meek's I russ, LIK (irove, (:A 9b6Z4 6.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:31 2017 Page 2 ID:9RF14fuNEG9SB3plYNFtdXyZl zh-vOJIfXDRtraRVC07?suECCOAHPGKiZgIISUg lbylcB6 NOTES - 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Ceiling dead load (5.0 psf) on member(s). 8-9, 23-24, 24-25, 8-25 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 12-13 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 22, 21, 20, 19, 17, 16 except Qt=lb) 11=759, 2=897, 18=559,14=909,15=1100. . 13) This truss has been designed for a total drag load of 2500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 40-0-0 for 62.5 plf. 14) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 15) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 16) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. 17) Attic room checked for U360 deflection. • � ,1. ti! i +t yy ., r#,t.,t. A . C'100�57P-\ PP AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rov. 10/032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not,.• > a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall i•� building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing '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 buss systems, see ' ANSUTP11 Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. •Job (loc) Truss Ud Truss Type TCLL 20.0 Qty Ply Langerwerf Residence Vert(LL) -0.01 7-8 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL K3930431 173976 Vert(CT) HJ1 7-8 Diagonal Hip Girder 240. 1 1 ' NO WB 0.13 Horz(CT) 0.01 7 n/a n/a Job Reference o tjonal Meek's Truss, Elk Grove, CA 95624 Wind(LL) 0.01 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 1612:34:31 2017 Page 1 >999 240 Weight: 39 Ib FT = 20% I D:9RFI4fuN EG9SB3plYNFtdXyZ1 zh-vOJIfXDRtraRVC077suECCOJePN9ihRIISUg IbylcB6 -2-1-7 BRACING. 4.413 7-10-11 2-1-7 4-413 3-9-14 Scale = 1:18.5 2x4 II ' NAILED 4 5 2.12 12 NAILED 10 NAILED 3x4 = NAILED 3 9 2 C 1 11 8 12 7 NAILED NAILED 1.5x4 II 3x6 = 3x4 = NAILED NAILED 6 • 4-0.13 4-0-13 7-1411 3-9-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.01 7-8 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.20 Vert(CT) -0.04 7-8 >999 240. BCLL 0.0 ' Rep Stress Incr NO WB 0.13 Horz(CT) 0.01 7 n/a n/a BCDL 7.0 Code IBC2015ITP12014 Matrix -P Wind(LL) 0.01 8 >999 240 Weight: 39 Ib FT = 20% LUMBER- BRACING. TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.2 G except end verticals. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 7=294/Mechanical, 2=497/0-7-12 Max Horz 2=67(LC 18) Max Uplift 7=-67(LC 4), 2=-207(LC 4) FORCES. (lb) - Max. Comp./Max ,Ten.,- All'forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-568/69 BOTCHORD 2-8=-71/515,-7-8=-7,1/5151x_ ','qi,t WEBS 3-7=-527/88 — t NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 t 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. " 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except Qt=1b) 2=207. 7) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-68, 4-5=-28, 2-6=-14 Concentrated Loads (lb) Vert: 10=-3(F=-1, B=-1) 12=-12(F=-6, B=-6) BUTTE COUNTY'' BUILDING DIVISION' APPROVED QfypFEsslo/v I ZHgo Fyc2� C 70068 EXP. 9-30-20181 .OF CAUE�� November 16,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103120158 EFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - �Y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y�iT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Duality Criteria, DSB-89 and SCSI Building Component 250 Mug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _ Corona, CA 92880 Job Truss Truss Type City Ply Langerwerf Residence PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.02 8 >999 360 K3430432 173976 HJ2 Diagonal Hip Girder 1 1 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) 0.01 7 n/a n/a BCDL 7.0 Job Reference o tional Meek's Truss, Elk Grove, CA 95624 2-1-7 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 1612:34:32 2017 Page 1 ID:9RF14fuNEG9SB3plYNFtdXyZ1 zh-NCt7stE3e9il7LbKZaPTIPZS_ojpR6Juz6EEq 1 ylcB5 4-7-14 914 4-7-14 4-4-15 Scale = 1:20.6 NAILED NAILED 3x4 II 11 4 5 r.oxv , 3x4 = NAILED NAILED 3.6 = 6 NAILED NAILED 4-7-14 r 4-7-14 9-0-14 44-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.02 8 >999 360 MT20 220/195 'y TCDL 14.0 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.06 8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) 0.01 7 n/a n/a BCDL 7.0 Code IBC2015rrPI2014 Matrix -S Wind(LL) 0.02 8 >999 240 Weight: 45 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.2 G except end verticals. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 7=607/Mechanical, 2=554/0-7-12 Max Horz 2=75(LC 20) Max Uplift 7=-117(LC 4), 2=-218(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-794/121, 4-7=-361/131 ����pC � COUNTY BOT CHORD,( 2-8=-127173717-8=-1271737 I\/�`-683/137 D WEBS 3-7= BUILDING Y t . NOTES- PROVED 1) Wind: ASCE 7-10; Vult= av 115mph (3 -second gust) Vasd=9l mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; ee=4 II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1. plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gt=1b) 7=117,2=218. 7) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard �0FESS10/y 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Q �F Uniform Loads (plf) ��,� �M ZHr4p 2C,� Vert: 14=-68, 4-5=-28, 2-6=-14 Concentrated Loads (lb) C•' C 70068 R' Vert: 10=-3(F=-1, B=1) 11=-223(F=-111, B=-111) 13=-12(F=-6, B=-6) 14=-51(F=-26, B=-26) v November 16,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component. not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability 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 ANSUTPII quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 0 Job s Truss Truss Type Qty Piy Langerwerf Residence CSI. - (loc) I/defl L/d PLATES GRIP K3930433 173976 J1 Jack -Open 4 1 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 Job Reference (optional)' Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:33 2017 Page 1 ID:9RF14fuN EG9SB3plYN FtdXyZt zh-rORV3DFiOSg9kVAW6HwiHd6h5C6GAcwl CmznMUylcB4 -1.6-0 1-11-11 1-6-0 1-11-11 5 3 Scale = 1:7.7 rr 6 yr 0 FORCES. , (lb).. Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. � r NOTES- 1) Wind: ASCE 7-10; Vult=,115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp C; enclosed;'MWFRS(directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 1-11-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 K ` 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. BUTTE COUNTY' BUILDING DIVISION APPROVED Q�OFESS10/v ZHgO Fy m C 70068 /:;0 *\ _..) /) /* November 16,2017 AWARNING- Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall Nil building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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 + ANSVTPl1 Quality Criteria, DSB-09 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 1-11-11 1-11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15" TC 0.07 Vert(LL) -0.00 2 >999 360 ' MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code IBC2015/TP12014 Matrix -P Wind(LL) 0.00 2 "" 240 Weight: 11 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=23/Mechanical, 2=226/0-5-8, 4=13/Mechanical Max Horz 2=35(LC 8) Max Uplift 3=-9(LC 9), 2=-98(LC 8) Max Grav 3=23(LC 1), 2=226(LC 1), 4=33(LC 3) FORCES. , (lb).. Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. � r NOTES- 1) Wind: ASCE 7-10; Vult=,115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp C; enclosed;'MWFRS(directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 1-11-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 K ` 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. BUTTE COUNTY' BUILDING DIVISION APPROVED Q�OFESS10/v ZHgO Fy m C 70068 /:;0 *\ _..) /) /* November 16,2017 AWARNING- Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall Nil building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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 + ANSVTPl1 Quality Criteria, DSB-09 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Langerwerf Residence / DEFL. in (loc) I/defl . Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 K3930434 173976 J2 Jack -Open 4 1 BC 0.11 Vert(CT) -0.02 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES Job Reference o tional Meek's Truss, Elk Grove, CA 95624 1-6-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:33 2017 Page 1 ID:9RF14fuN EG9SB3plYNFtdXyZ1 zh-rORV3DFiOSg9kVAW6HwiHd6hrC5xAcw1 CmznMUylcB4 3-11-11 3-11-11 Scale = 1:10.7 3 6 FORCES. (Ib) - Max: Comp./Max: Ten. -All forces 250 (lb) or less except when shown. ,., - NOTES - t. 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 3-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=1b) 2=107. 1 COUNTY Di' N NV �� Ftc ti, Q�QFESSOI ZHgo �2cm C 70068 *\ EXP. 9-30-2018 J* CIVIL , F CA1.�Fo November 16,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE 11111.7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall i•�` _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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, erectJon and bracing of trusses and truss systems, see , ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Corona, CA 92880 3-11-11 3-11-11 LOADING (psf) SPACING- 2-0-0 •CSI. DEFL. in (loc) I/defl . Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.01 2-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.11 Vert(CT) -0.02 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code IBC2015rrP12014 Matrix -P Wind(LL) 0.00 2 * " 240 Weight: 18 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc pudins. BOT CHORD 2X4 DF No.2 G - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=98/Mechanical, 2=296/0-5-8, 4=26/Mechanical Max Horz 2=52(LC 8) Max Uplift 3=-32(LC 8), 2=-107(LC 8) -Max Grav 3=98(LC 1), 2=296(LC 1), 4=63(LC 3) ., FORCES. (Ib) - Max: Comp./Max: Ten. -All forces 250 (lb) or less except when shown. ,., - NOTES - t. 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 3-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=1b) 2=107. 1 COUNTY Di' N NV �� Ftc ti, Q�QFESSOI ZHgo �2cm C 70068 *\ EXP. 9-30-2018 J* CIVIL , F CA1.�Fo November 16,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE 11111.7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall i•�` _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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, erectJon and bracing of trusses and truss systems, see , ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Corona, CA 92880 a B Job ! Truss Truss Type Qly PIy Langerwerf Residence (loc) I/defl Ud TCLL 20.0 Plate Grip DOL K3930435 173976 J3 Jack -Open 2 1 360 TCDL 14.0 Lumber DOL 1.15 BC 0.28 Vert(CT) Job Reference (optional) Meek's Truss, Elk Grove, CA 95524 M -Mi 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:34 2017 Page 1 ID:9RF14fuNEG9SB3plYNFtdXyZ1 zh-Jb_tHZFK9myOMflig?RxggegZcOTv3ABRQjLvwylcB3 5-11-11 5-11-11 Scale = 1:14.5 3 3x4 = LOADING (psf)SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.05 24 >999 360 TCDL 14.0 Lumber DOL 1.15 BC 0.28 Vert(CT) -0.13 2-4 >519 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code IBC2015/TP12014 Matrix -P . Wind(LL) 0.00 2 "" 240 LUMBER- BRACING - PLATES GRIP MT20 220/195 Weight: 25 lb FT,=20% TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=175/Mechanical, 2=368/0-5-8, 4=40/Mechanical Max Horz 2=70(LC 8) " Max Uplift 3=-63(LC 8), 2=-113(LC 8) Max Grav 3=175(LC 1), 2=368(LC 1); 4=97(LC 3) rrvj , I FORCES. (Ib) -, Max. Comp./Max. Teh. - AlLforces 250 (Ib) or less except when shown. NOTES- - 1) Wind: ASCE 7-10;"Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Extedor(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 5-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=lb) 2=113. r �V � 1 ' COUNTY BUILDING DIVISION APPROVED Q�OFEsslo/v � ZHgo Ryan C 700 6�8 -&q-3? November 16,2017 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Residence , PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 K3930436 173976 173976 J4 Jack -Closed 8 1 BC 0.23 Vert(CT) -0.09 2-6 >713 240 BCLL 0.0 Rep Stress Incr Job Reference (optional) Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:34 2017 Page 1 I D:9RF14fuNEG9SB3p1YN FtdXyZt zh-Jb_tHZFK9myOM0ig?RxggerMcPNv3ABRQjLvwylcB3 1 � 0 5-7-8 1 5-7-8 2x4 11 Scale = 1:13.5 3x4 = 5 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.04 2-6 >999 360 MT20 " 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.09 2-6 >713 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 6 n/a n/a BCDL 7.0 Code IBC2015/rP12014 Matrix -P Wind(LL) 0.00 2 "" 240 Weight: 25 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc puffins, BOT CHORD 2X4 DF No.2 G except end verticals. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=202/Mechanical, 2=347/0-5-8 Max Horz 2=63(LC 11) Max Uplift 6=-32(LC 8), 2=-114(LC 8) ��^G pN�S�pN FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1Lp,A\a .� NOTES- �Vv� ®� 1) Wind: ASCE 7-70; Vult 115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL 4.2psf; h=25ft; 6 45ft; L=2N.101.66. !9 II; Exp C;.ericlosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 5-7-8 zone; caright exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumb late grip D0L=1.60', 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except Qt=1b) 2=114. Q�OFESSIO/V ZH,4 Fycm C 70068 ;;0 November 16,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rov. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not u� e truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall DO• I building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITBk• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Duality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information .available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job 1 Truss FR,,f pe Qty Ply, Langerwerf Residence K3930437 173976 JS ecial 13 1 ' Job Reference (optional) Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:35 2017 Page 1 I D:9RF14fuNEG9SB3plYN FtdXyZ1 zh-onYGUvGyw44s_pKuEiyAM2BOx01PeWQKf4SuRMylcB2 1 0 5-7-8 1-6-0 5-7-8 ' Scale = 1:13.4 2x4 11 3 3x4 = 1.5x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.04 2-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.24 - Vert(CT) -0.10 2-4 >658 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 7.0 Code IBC2015/TPI2014 . Matrix -P Wind(LL) 0.00 2 "" 240 Weight: 25 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins, BOT CHORD 2X4 DF No.2 G It except end verticals. WEBS 2X4 DF Std G BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=196/Mechanical, 2=352/0-5-8 Max Horz 2=63(LC,11) Max Uplift 4=-31(LC 8),2=-1 16(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3, second. bust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. p "r°T� /�®��,� ll; Exp C; enclosed; MWFRS (directional) and C -C Exteri6r(2) -1-6-0 to 1'•6-0, Interior(1) 1-6-0 to 5-5-12 zone; cantilever left and right BUTTE 1 COUNTY Y exposed ; end vertical left and right ezpdsed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate @ 1 @ ®� p 0� ���'��O grip DOL=1.60 V L i V A l 2) This truss has been designed for a 10:0 psf bottom chord live load nonconcurrent with any other live loads. �/ 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide APPROVED will fit between the bottom chord and any other members. s 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=1b) 2=116. ►J Li Q�pFESSIO/V =��oM ZHq p �yc2 C 70068 November 16,2017 ,& WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rov. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 1 Corona, CA 92880 Job Truss Truss Type Qty DEFL. Residence -.4:K3930438 I/defl Ud TCLL 20.0 �PlyLangerwerf 1.15 173976 K1 . Attic 5 1 TCDL 14.0 _ Lumber DOL 1.15 BC 0.48 Vert(CT) Job Reference o tional Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:36 2017 Page 1 ID:9RFI4fuNEG9SB3plYNFtdXyZ1 zh-Gz6eiFHahNCjbzv5oQTPvFkOBQIINtoUukCRzpylcB 1 i-1-60 , 69-8 11-6 12-7-014-0-005.5-0.16.9-13, 20-0-12 23-11-14 28-0-0 1-6-0 1-1-0 1-5-0 1-5-0 14-13 3-2-15 3.11.2 4.0.2 5x6 = 6x8 = 3x6 II 10x12 = 5x6 = 3:s:�ifL"=r IrPbV I:'r2'r LOADING (psf)SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.13 11-12 >999 360 TCDL 14.0 _ Lumber DOL 1.15 BC 0.48 Vert(CT) -0.34 11-12 >972 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(CT) 0.03 10 n/a n/a BCDL 7.0 Code IBC2015rrP12014 Matrix -S Wind(LL) 0.08 11 >999 240 LUMBER - TOP CHORD 2X6 DF No.2 G 'Except' 6-10:2X6 DF No.1 G BOT CHORD 2X10 DF No.2 G WEBS 2X4 DF Std G *Except* 7-8:2X4 DF No.2 G REACTIONS. (Ib/size) 10=1271/0-5-8, 2=1362/0-5-8 Max Horz 2=263(LC 11) Max Uplift 10=-71(LC 12), 2=-160(LC 12) Max Grav 10=1459(LC 19), 2=1474(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1:65.4 PLATES GRIP MT20 220/195 Weight: 233 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 15 TOP CHORD ' 2-3=-1924/143, 3-4=-1811/178, 4-5=-1062/180, 5-6=-28/334, 7-8=-1436/190, -.'8=9=-1903/108,9-10=-2149/139 BOTCHORD. (2-14=-32/1623; 12-14=-32/1623, 11-12=0/1387, 10-11=-56/1698 WEBS t 3-12=-383/153, 4-12=0/917, 8-11=0/550, 9-11=-519/176, 5-15=-1575/259,_ 7-15=-1575/259 'C(E G O��Pit? NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=oft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 14-0-0, Exterior(2) 14-0-0 to 17-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. FESSIO ��� 5) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-15, 7-15 6) Bottom live load bottom dead load to 11-12 Q�0 ZHAp chord (40.0 psf) and additional chord (10.0 psf) applied only room. �k� �M 7) A plate rating reduction of 20% has been applied for the green lumber members. y 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10 except Qt=lb) J C 70068 2==160. 9) Attic room checked for U360 deflection. • * 30-20 18 November 16,2017 AWARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11- 7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MRek® 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 verity the applicability of design parameters and properly incorporate this design into the overall ii�•��` 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 buss systems, sea ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Carona, CA 92880 Job ' I.Truss Truss Type Qty Plate Offsets (X.Y)-- 18:0-2-1.0-2-01.19:0-1-15.0-1-81 [14:0-3-8.0-7-41 Langerwerf Residence LOADING (psf) SPACING- 5-11-14 CSI. ]Ply PLATES GRIP K3930439 173976. K2 ATTIC GIRDER 2 TCDL 14.0 Lumber DOL 1.15 BC 0.67 Vert(CT) -0.42 13-14 >796 240 BCLL 0.0 Rep Stress Incr NO Job Reference (optional) Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:37 2017 Page 1 ID:9RF14fuN EG9SB3plYN FtdXyZ1 zh-k9gOvblCShKaD7U HL7?eSTGCtpJ461od7Ox?VFylcBO 14-0-0 16-9-13 -150 3-10-11 7 7-8.5 11-6-0 2-7 155-0 20-0-12 1 23.11-14 2&0-0 150 3-10.11 3-9-11 `I -1-0'1-S-0 1.5-0 1.4-13 3.2-15 3.11-2 452 N• O 5x6 = 3x6 II 5x6 = 6x6 = 5x6 = 3x6 II I" O Scale = 1:70.1 LUS24-2 10x12 = LUS24-2 3-10-11 -8- 3-1-1 - 3-9-11 2-6-0 6-0-12 I 3-11-2 Plate Offsets (X.Y)-- 18:0-2-1.0-2-01.19:0-1-15.0-1-81 [14:0-3-8.0-7-41 LOADING (psf) SPACING- 5-11-14 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.14 13-14 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.67 Vert(CT) -0.42 13-14 >796 240 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(CT) 0.04 11 n/a n/a BCDL 7.0 Code IBC2015fTP12014 Matrix -S Wind(LL) 0.12 13 >999 240 Weight: 740 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G "Except* TOP CHORD 2-0-0 oc purlins (6-0-0 max.) 7-11: 2X6 DF SS G ' 1 (Switched from sheeted: Spacing > 2-8-0). BOT CHORD 2X10 DF No.2 G % r f , BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Std G `Except' e , - JOINTS 1 Brace at Jt(s): 7, 18 - 8-9: 2X4 DF No.2 G REACTIONS. (Ib/size) 11=4706/0-5-8, 2=4977/0-5-8 J Max Horz 2=787(LC 7) Max Uplift 11=-596(LC 8), 2=-873(LC 8), Max Grav11=5204(LC 31), 2=5236(LC 30) COUNTY FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.1 , UTTE TOP CHORD 2-3=-7108/932, 3-4=-6125/858, 4-5=-6174/914, 5-6=-3657/693, 6-7=-164/1150, u LDING DIVISION 7-8=-292/262, 8-9=-4937/785, 9-10=-6740/704, 10-11=-8071/1027 BOTCHORD 2-17=-525/5920, 16-17=-525/5920, 14-16=-223/5220, 13-14=-15/4849, 12-13=-672/6356,� APPROVED 11-12=-672/6356 WEBS 3-16=-10631447.4-16=-782/360.4-14=-1034/446,5-14=-379/3535, 9-13=-114/2321, 10-13=-2484/819,10-12=-354/1111. 7-18=0/327,6-18=-5567/1101, 8-18=-5567/1101, 3-17=-203/832 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. �yQFESSIO/y Q �� ZH4 4-1 4) Wind: ASCE 7-10; VuIt=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=oft; Cat. ��� �,M ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 2m plate grip DOL=1.60 U C 70068 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. EXP. 9-30-2018 7) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-18, 8-18 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 13-14 C1V1` \Q 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) F CA��F�� 11=596,2=873. 11) Graphical purtin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. November 16,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall WOW e ek- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the i1AiT fabrication, storage, delivery, erection and bracing of trusses and buss systems, see I ANSVrPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job ®WARN/NG -Verily design parameters and READ NOTES ON THIS AND INCLUDED MIIEK REFERENCE PAGE MIF7477 rev. 1010312015 BEFORE USE. Design valid for use only with MTekt81 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 of parameters end properly incorporate this design into e overall. • must verity applicability design pameters , ��• � ii�•�� building design. Bracing indicated into prevent buckling of individual truss web end/or chord members only. Additional temporary and permanent bracing IS always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M iTek' - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see, ., ANSVTPH OualityCrlterla, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.' - - Corona. Truss Truss Type Qty Ply Langerwerf Residence - K3930439 173976 K2 ATTIC GIRDER 2 q ' J Job Reference. (optional) Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:37 2017 Page 2 I D:9RF14fuN EG9SB3p1YN FtdXyZ1 zh-k9gOvblCShKaD7UH L7?eSTGCtpJ461od7Ox?VFylcBO NOTES - 12) Use Simpson Strong -Tie LUS24-2 (4-10d Girder, 2-10d Truss) or equivalent at 4-7-4 from the left end to connect truss(es) to front face of bottom chord. 13) Use Simpson Strong -Tie LUS24-2 (4-SD10212 Girder, 2-SD10212 Truss) or equivalent at 20-0-8 from the left end to connect truss(es) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) Attic room checked for U360 deflection. - LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: 1-5=-204, 5-6-234, 6-7=-204, 7-8=-204, 8-9=-234, 9-11=-204, 2-14=-42, 13-14=-102, 11-13=-42, 6-8=-30 Concentrated Loads (lb) Vert: 13= -1097(F)17= -702(F) t r1V\ 1 R(p� . Y;��'g.'�;��-. ..,' .,tick• + r CA 92880 Job ' Truss Truss Type Qty. Ply Residence r Plate Grip DOLS f 1.15, TC 0.31 i MT20 220/195 TCDL 14.0 K3930440 7Jce 173976 K3 GABLE 1 1 WB 0.48 Horz(CT) 0.02 10 n/a n/a BCDL 7.0 Code IBC2015/TP12014 Matrix -S o tional Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:39 2017 Page 1 I D:9RF14fuNEG9SB3plYNFtdXyZ1 zh-gYomKHJS_IaISQegTY16XuLfnd23aDswahQ6a7ylcB_ • 14-0-0 18-313 -1--0 S9$ 11.6.0 2-7 1SS0 20.01 23.11.14 28-0-0 1-6-0 S38 S8$ -1-0 1-5-0 1 -SO 1-0-13 32-15 311.2 2 5x12 II 3x8 = 6 3x12 II 4x8 i 5 4 4x8 ii 9.00 � 8 �� 19 3x8 \\ 4x8 �i 43 3 7x8 �, 8x12 �i 18 17 16 3x6 II 3x6 II 6x8 = 5x6 = 3x6 11 3x6 11 3x6 I I 3x6 11 3x8 = t 4x5 44 4x5 Q 3x12 II 8 7x8 4x5 4x10 9 4x5 45 10 d 15 13 12 it 8x8\ 14 3x6 11 3x6 11 5x8 = 5x6 = 3x10 II 3x6 II 5-9-8 11-6-0 20-0-12 ?*to 23.11.14 28-0-0 S9$ 54" 8--12 3-1-14 4.0.2 Scale = 1:78.6 LOADING (psf) SPACING-' 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 r Plate Grip DOLS f 1.15, TC 0.31 Vert(LL) -0.06 15-16 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL I . 1.15 `•r BC 0.45 Vert(CT) -0.15 15-16 >999 240 BCLL 0.0 Rep Stress'lncrr ` r' YES WB 0.48 Horz(CT) 0.02 10 n/a n/a BCDL 7.0 Code IBC2015/TP12014 Matrix -S Wind(LL) 0.04 16-18 >999 240 Weight: 315 Ib FT = 20% LUMBER - TOP CHORD 2X6 DF No.2 G *Except` 2-6,6-10: 2X4 DF No.1 &Btr G BOT CHORD 2X10 DF No.2 G . WEBS 2X4 DF Std G OTHERS . 2X4 DF Std G BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 15-16. REACTIONS. All bearings 7-5-8 except Qt=length) 2=0-5-8, 14=0-3-8. (lb) - Max Horz 2=259(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 11 except 10=-1069(LC 34), 2=-1628(LC 33), 13=-968(LC 16), 12=-603(LC 34),14=-329(LC 33) Max Grav All reactions 250 Ib or less atjoint(s) 11, 13 except 10=1388(LC 29), 2=2216(LC 30), 12=1319(LC 43), 14=1096(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3870/2595, 3-4=-2563/1623, 4-5=-1150/613, 5-6=-353/384, 6-7=-467/361, 7-8=-1900/1195, 8-9=-2709/1831, 9-10=-2519/1940 BOT CHORD 2 -18=-2068/3012,16-18=-1253/2164.15-16=-764/1471,14-15=451/873. 13-14=-741/1172, 12-13=-935/1366, 11-12=-1200/1666, 10-11=-1591/2056 WEBS 3-16=-626/193,4-16=0/666, 9-15=4671784.5-19=-1070/269,7-19=-1070/269, 9-12=-1241/699 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 14-0-0, Exterior(2) 14-0-0 to 17-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 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) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-19, 7-19 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 15-16 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11 except (jt=1b) . 10=1069,2=1628.13=968,12=603,14=329. 12) This truss has been designed for a total drag load of 4100 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist BUTTE COUNTY BUILDING DIVISION APPROVED Q�pFESSIO/y/ ZHgO Fyc2m C 70068 EXP. 9-30.2018 J1I9 CIVI\- PF OF CA0 November 16,2017 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall e building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'y,iT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1rrPl1 Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss ' Truss Type Qty Pty Langerwerf Residence 1<39 30440 173976 K3 GABLE MeeK 9 I rUSS, tIK urove, uA `wobz4 NOTES - 13) Attic room checked for U360 deflection. a 1 1 JJob Reference o tional 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:39 2017 Page 2 ID:9RF14fuN EG9SB3plYNFtdXyZ1 zh-gYomKHJS_IaISQegTY16XuLfnd23aDswahQ6a7ylcB_ a �v\�GOVNsN AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not •� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall iiMa- 1 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITBk• 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 ANSVTPI1 Quality Criteria; DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job ' Truss Truss Type Qty Ply Residence (loc) I/defl L/d PLATES GRIP TCLL 20.0 K3930441 7Jce 173976 Lt -0100 ROOF SPECIAL 1 1 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 o tional Meek's I russ, tIK (.;rove, (:A ybti24 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:40 2017 Page 1 ID:9RF14fuNEG9SB3plYNFtdXyZl zh-8kM9XcK51ci94aCs1 FYL35upll PbJkr3ptAf5aylcAz -1-0-0 5-53 10.6-0 15.6-13 21-0-0 1-0-0 15 5-0-13 5-0-13 5-5-3 5x6 = '7 -1-7 1'1-10.9 91-0-0 7-1-7 6.9-2 7-1-7 --I I" O Scale = 1:49.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.09 7-8 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.43 Vert(CT) -0.14 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.03 6 . n/a n/a BCDL 7.0 Code IBC2015ITP12014 Matrix -S Wind(LL) 0.03 6-7 >999 240 Weight: 124 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-0-15 oc purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 4-4-11 oc bracing. WEBS 2X4 DF Std G REACTIONS. (Ib/size) 6=837/0-5-8.2=965/0-5-8 Max Hoa 2=199(LC 31) Max Uplift 6=-1718(LC 34), 2=-1788(LC 33) Max Grav 6=2061 (LC 31), 2=2123(LC 30) FORCES. (lb) -.Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD ; 2-3=-3495/2685.3-4=-2187/1468.4-5=-2200/1486.5-6=-3365/2701 BOT CHORD) 2-8=-2031/2616,7-8=-619/1027,6-7=-2036/2497 WEBS 4-7=-187/520, 5-7=-405/247, 4-8=-179/498, 3-8=-386/240 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2).-1-6-0 to 1-6-0, Interior(1) 1-6-0 to 10-6-0, Extehor(2) 10-6-0 to 13-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 6=1718,2=1788. 7) This truss has been designed for a total drag load of 4100 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-0-0 for 195.2 plf. BUTTE COUNTY BUILDING DIVISION APPROVED Q�ofESS/Oyy� ZHAO F2 � C700 8 EXP. 9.30.2018 J1I9 CIVIL TF OF CALVE November 16,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 10103R015 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 MiT®k, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Langerwerf Residence k PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.46 K3930442 173976 L2-4100 GABLE 1 1 BC 0.24 Vert(CT) -0.01 14-15 >999 240 BCLL 0.0 ' Rep Stress Incr Job Reference o tional meeK S I Russ, tIK urove, GA y56Z4 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:44 2017 Page 1 ID:9RFI4fuNEG9SB3plYNFtdXyZ l zh-1 W bfN_NbprCbZBWdG5dHEx3TDepRFTLfkz8sELylcAv 1"-0 15-8-8 21-0-0 22-6-0 1�r0 5-3.8 5-2-8 5 2-8 5 3-8 1-6-0 2x4 = 3x4 = 20 11 2x4 11 3x5 3x5 2x4 II 20 II �I{ 2x4 11 4 6 3x�'�J� 12 2x4 11 20 I I 3 1 0 4 n 30 i 4x5 = 2 nIL 1 z 2x4 II 2x4 It 3x6 Q . 7 2x4 II 3x4 2x4 II 4x5 = e 9 I 6 6x8 " 2x4 II 3x8 II 4647 14 48 49 3x8 II 2x4 II 6x8 18 17 16 15 2x4 II 7x8 = 2x4 11 13 12 11 10 20 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 NAILED NAILED NAILED Mal 5.3M8 -0.1 4-1-12 4-1-12 -0-1 5-3 8 Scale = 1:71.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.00 14-15 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.24 Vert(CT) -0.01 14-15 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(CT) 0.01 13 n/a n/a BCDL 7.0 Code IBC20151TPI2014 Matrix -S Wind(LL) 0.01 14-15 >999 240 Weight: 246 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF No.2 G "Except' TOP CHORD Structural wood sheathing directly applied or 4-5-12 oc purlins. 2-5,5-8: 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2X6 DF No.2 G JOINTS 1 Brace at Jt(s): 19 WEBS 2X4 DF Std G OTHERS 2X4 OF Std G REACTIONS. All bearings 6-7-12 except Qt=length) 15=0-3-8, 15=0-3-8, 13=0-3-8, 13=0-3-8. (lb) - Max Horz 2=r194(LC 21) Max Uplift All uplift 100 Ib or less at joint(s) 10, 11, 18, 17, 13 except 2=-1106(LC 25), 12=-969(LC 26), ► r •16=-916(LC 25), 8=-1106(LC 26), 15=-136(LC 25) Max Grav All reactions 250 Ib or less at joint(s) 10, 11, 18, 17, 13, 13 except 2=1160(LC 22), 12=1082(LC 33), 16=1134(LC 22), 8=1189(LC 23), 15=350(LC 1), 15=350(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1936/1792,3-4=-1446/1402,6-7=-1445/1402,7-8=-1909/1792 BOT CHORD 2 -18= -1569/1672,17 -18=-1048/1152,16-17=-788/891,15-16=-530/631,14-15=-644/745, 13-14=-540/665, 12-13=-427/552, 11-12=-659/786, 10-11=-944/1046, 8-10=-1465/1590 WEBS 14-21=-782/824, 7-21=-730/778,7-12=-1064/1007,3-20=-702/750,14-20=-754/796, 3-16=-1064/1007, 4-6=-288/226 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 11, 18, 17, 13 except Qt=1b) 2=1106, 12=969, 16=916, 8=1106, 15=136. 10) This truss has been designed for a total drag load of 4100 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-0-0 for 195.2 plf. 11) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 Ib down and 60 Ib up at 12-10-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. BUTTE COUNTY • � BUJI.DING WIS ®PROVE® ti Q�OFESSIONq� ZH4 p F2cm C 70068 November 16,2017 AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid far use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Sol' building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the _ fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job _ Truss Truss Type " Cry Ply Langerwerf Residence + K3930442 173976 ' L2-0100 GABLE Job Reference (optional) " Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:45 2017 Page 2 ID:9RF14fuNEG9SB3plYNFtdXyZlzh-Vi92bKODa8LSAL5ppp8Wm9bez29g wbozdtOnnylcAu NOTES - 13) No notches allowed in overhang and 1-6-0 from left end and 1-6-0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 D.C. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 s Uniform Loads (plf) Vert: 1-5=-68, 5-9=-68, 2-8=-14 Concentrated Loads (lb) Vert: 14=3(F) 46=-214 47=3(F)48=3(F)49=28(F) T BUTTE COUNTY BUILDING DIVISION :. i t APPROVED AWARNING • Verify design design paraand READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MI67473 rev. 10/03/2015 BEFORE USE. ..ILAN Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, dalivery,'erection and bracing of trusses and buss systems, see ANSVTPI1 Quality Criteria, DSO -89 and SCSI Bulldirig Component 250 Klug Circle ' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 Job Truss. Truss Type Qty PlyLangerwerf Residence - Plate Grip DOL 1.15 _ TCDL 14.0 K3930443 173976 LJ1 Jack -Open 3 1 YES WB 0.00 BCDL 7.0 Code IBC2015rrPI2014 Matrix -P Job Reference (optional) Meek's Truss, Elk Grove, CA 95624 6.13U s Sep 15 2017 MI I ek Inoustnes, Inc. I hu Nov Ito 12:34:45 2U11r rage 1 I D:9RF14fuN EG9SB3plYNFtdXyZl zh-Vi92bKODa8LSAL5ppp8W m9bk?2C8_2ubzdtQnnylcAu -1$-0 1-6.0 1 6 0 1-6-0 . Scale = 1:14.7 3 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 TCDL 14.0 Lumber DOL 1.15 BC 0.02 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 7.0 Code IBC2015rrPI2014 Matrix -P LUMBER - TOP CHORD 2X6 DF No.2 G BOT CHORD 2X4 DF No.2 G REACTIONS. (Ib/size) 2=221/0-5-8,4=4/Mechanical DEFL. in (loc) I/defl Ud I PLATES GRIP Vert(LL), -0.00 2 >999 360 MT20 220/195 Vert(CT) -0.00 2 >999 240 Horz(CT) 0.00 n/a n/a Weight: 11 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max.Horc 2=159(LC 12) Max Uplift 2=-158(LC 12), 4=-6(LC 12) Max Grav 2.=221 (LC 1), 4=22(LC 3) . FORCES. (lb) - Max. Comp./Max' Ter%. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for, truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=1b) 2=158. r y gU11.D►NC' 0 �0\1 �V FESSIOAI Qp ZFIqo �'L2cn C 70068 EXP. 9-30-2018 s'�9T CIV1li F OF CALIF November 16,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03120/5 BEFORE USE. Design valid for use only with WOO connectors. This design Is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■�i�■ building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job � Truss Truss Type Qty Ply Langerwerf Residence r - n- 2 K3930444 173976 LJ2 Diagonal Hip Girder 2 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Job Reference (optional) Meet( 5 1 rU55, CIK Grove, L t% waoz4 6.130 s Sep 15 ZU17 MI lek InousMes, Inc. lhu Nov 16 12:34:46 2017 Pagel ID:9RFI4fuNEG9SB3plYNFtdXyZ l zh-zujQogPrLSTJoVgON WflJM8vNSYLjV8yBHdzJDylcAt -1-7-81-6-14 . 1-7-8 116-14 r Scale = 1:14.4 o n II 4 Q�yOFESS10�y'q! ZHAO �y C 70068 E -30-2018 ' F CAUEO��\P . November 16,2017 ,&WARNING - Verfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7073 rev. 1010312015 BEFORE USE.R• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �, a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall f building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing S 1Tel.' ` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIf Quality Criteria, OSB -89 and SCSI Building Component Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Ci Corona, CA92880 t fT r' 3 8.32 12 r - n- 2 6 1 3x4 = 15 • 1.5x4 II } • 1514 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.00 2 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 2 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 5 n/a n/a BCDL 7.0 Code IBC2015/TP12014 Matrix -P Wind(LL) -0.00 2 >999 240 Weight: 12 Ib FT = 20% - LUMBER- BRACING- y TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-6-14 oc puffins, BOT CHORD 2X4 DF No.2 G except end verticals. ' WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=238/0-5-13, 5=-10/Mechanical Max Horz 2=61 (LC 9) + Max Uplift2=-112(LC 12), 5=-11(LC 18) Mix Gr -v 2=238(LC 1), 5=35(LC 13) FORCES. (b) MaxCo'All forces 250 (lb) or less except when shown. " t BUTTE NOTES- COUNTY 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4:2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. BUILDING `, G Il; Exp C; enclosed; MWFRS (directional) and C -C Corner(3) zone; cantilever left and right exposed ; end vertical left and right DI �/ ISIOIV exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. APPROVED 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=lb) 2=112. Q�yOFESS10�y'q! ZHAO �y C 70068 E -30-2018 ' F CAUEO��\P . November 16,2017 ,&WARNING - Verfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7073 rev. 1010312015 BEFORE USE.R• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �, a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall f building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing S 1Tel.' ` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIf Quality Criteria, OSB -89 and SCSI Building Component Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Ci Corona, CA92880 Job Truss Truss Type Qty PlyLangerwerf Residence r LOADING (psf) SPACING- K3930445 173976 � LJ3 Rafter 2 1 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Job Reference (optional) Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:46 2017 Page 1 I D:9RF14fuNEG9SB3pIYNFtdXyZ1 zh-zujQogPrLSTJoVgON WflJMBvkSYYjV8yBHdzJ DylcAt 2-9-15 1 Scale = 1:13.9 LUMBER - TOP CHORD 2X6 DF No.2 G BOT CHORD 2X4 DF No.2 G BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=221/0-5-8, 4=9/Mechanical, 3=-21/Mechanical Max Horz 2=83(LC 12) Max Uplift 2=-99(LC 12), 3=-21 (LC 1) Max Grav 2=221(LC 1), 4=22(LC 3), 3=23(LC 12) � FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE CV OUN NOTES- .... . . I BUILDING DM MN 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.�„a ,®� �® ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; Cantilever left and right exposed ; end vertical left and right ru exposed;C,�C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. Q�OVESS10/V ZH,40 �2cR1 C 70068 �0 November 16,2017 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473re, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not e• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 2-9.15 � Q-V7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 2 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.01 Vert(CT) -0.00 2 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code IBC2015rrPI2014 Matrix -P Wind(LL) 0.00 2 * " 240 Weight: 10 Ib FT = 20% LUMBER - TOP CHORD 2X6 DF No.2 G BOT CHORD 2X4 DF No.2 G BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=221/0-5-8, 4=9/Mechanical, 3=-21/Mechanical Max Horz 2=83(LC 12) Max Uplift 2=-99(LC 12), 3=-21 (LC 1) Max Grav 2=221(LC 1), 4=22(LC 3), 3=23(LC 12) � FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE CV OUN NOTES- .... . . I BUILDING DM MN 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.�„a ,®� �® ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; Cantilever left and right exposed ; end vertical left and right ru exposed;C,�C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. Q�OVESS10/V ZH,40 �2cR1 C 70068 �0 November 16,2017 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473re, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not e• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Langerwerf Residence PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.06 8 >999 360 K3930446 173976 M1 Roof Special 6 1 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) ' 0.06 6 n/a n/a BCDL 7.0 Job Reference o tional MeeKS I russ, tlx strove, (;A 9bbZ4 , 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:47 2017 Page 1 I D:9RF14fuN EG9SB3plYNFtdXyZl zh-R5Ho?OPU5mb9QfFCxDA_sah l Vro8SmJ5QxMXrgylcAs -1-0-0 6-7-13 12-2-11 18-1-0 1�r0 6-7-13 5-&l3 5-10-5 I 3.00 12 Scale: 3/8"=1' 2x4 II 5 t.bx4 II 3x4 = 3x4 Plate Offsets (X.Y)-- . f4:0-4-0.0-4-81 LOADING (psf) SPACING- ' 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.06 8 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.44' Vert(CT) -0.20 2-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) ' 0.06 6 n/a n/a BCDL 7.0 Code IBC2015rrPI2014 Matrix -S Wind(LL) 0.05 8 >999 240 Weight: 95 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc pur ins, BOT CHORD 2X4 OF No.2 G except end verticals. WEBS 2X4 OF Std G • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=720/0-5-8,2=849/0-5-8 Max Horz 2=186(LC 11) . r ,Max Uplift 6=-137(LC 8), 2=-194(LC 8) ' FORCES. ; (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD, 23==1834/282, 3-4=-1022/179 r BUTTE COUNTY BOTCHORD- 2-8=-353/1713,`, 7 � p BUILDING WEBS 3-7=-801/159- 4 7=-2/393, 4-6=-1070/221 UILDING DIVISION. NOTES- 'APPROVED 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. o% �i PPROVED ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 17-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gt=lb) '6=137,2=194. • Q�pFESSIO/V �M ZH4 �ycm U���� C 70068 J E . •30-2018 F CAoFO�a\P November 16,2017 ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 A Job Truss Truss Type Qty Ply Langerwerf Residence FORCES.1� (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. , a� TY NOTES: 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. LOADING (psf) SPACING- K3930447 173976 M2 Monopitch 8 1 Lid TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) Job Reference (optional) Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:47 2017 Page 1 ID:9RF14fuNEG9SB3plYNFtdXyZl zh-R5Ho?OPU5mb9QfFCxDA_sah37rrTSyO5QxMXrgylrAs -11i-0 5-5-8 i 1-6-0 i 5-5.8 Scale = 1:13.3 2x4 I I 3 i 3x4 '= 4 1.5x4 II 5-5-8 558 LUMBER - TOP CHORD 2X6 OF No.2 G BOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Std G BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 220/195 Weight: 24 Ib FT = 20% Structural wood sheathing directly applied or 5-7-8 oc purlins, except end verticals. - Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS., (Ib/size) 4=188/Mechanical, 2=346/0-5-8 , Max Horz 2=61 (LC 11) s Max Uplift 4=-29(LC 8), 2=-115(LC 8) FORCES.1� (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. , a� TY NOTES: 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.04 2-4 >999 360 TCDL 14.0 Lumber DOL 1.15 BC 0.22 Vert(CT) -0.08 2-4 >725 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 7.0 Code IBC2015rrPI2014 Matrix -P Wind(LL) 0.00 2 "" 240 LUMBER - TOP CHORD 2X6 OF No.2 G BOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Std G BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 220/195 Weight: 24 Ib FT = 20% Structural wood sheathing directly applied or 5-7-8 oc purlins, except end verticals. - Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS., (Ib/size) 4=188/Mechanical, 2=346/0-5-8 , Max Horz 2=61 (LC 11) Max Uplift 4=-29(LC 8), 2=-115(LC 8) FORCES.1� (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. , a� TY NOTES: 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. "' P' BUTTE `r'®V ISION �Iv II; -Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 5-3-12 zone; cantilever left and righ ��I��IA1� ,v 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 YVQ 2) This trusshasbeen designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ®` 3)' This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. r 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. I 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=1b) 2=115. M Q�OfESSIOAl ZH,go F2c� C 70068 *\ "-7 // /* November 16,2017 A& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. t©� Designvalid for use only with MiTek® 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 verity the applicability of design parameters and property incorporate this design Into the overall ■.Y■ building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSIrTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 1r y Job ` Truss Truss Type Qty Pty Langerwerf Residence (loc) I/deft L/d PLATES GRIP TCLL 20.0 K3930448 173976 .. M3 Monopitch 6 1 >643 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 Job Reference o Ronal Meex's truss, - tIK vrove, UA 9b624 , - 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:48 2017 Page 1 ID:9RF14fuNEG9SB3plYNFtdXyZ1zh-vHrADLQ6s3jO2pgOVxhDOnDF3F7eBNKFfb64N6yl Ar 1-0 0 4-2-8 7-5-8 1-6.0 4-2-8 3-3-0 2x4 11 Scale = 1:16.6 4 1 3x4 = 5 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.13 2-5 >643 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.48 Vert(CT) -0.32, 2-5 >268 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.01 5 n/a • n/a BCDL 7.0 Code IBC2015/TPI2014 Matrix -P Wind(LL) 0.00 2 •*'* 240 Weight: 37 Ib FT = 20% LUMBER- BRACING- • TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.2 G except end verticals. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=276/Mechanical, 2=422/0-5-8 s Max Horz 2=81 (LC 9) Max Uplift 5=-48(LC 8), 2=-125(LC 8) FORCES. (lb)'- Max: Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD- •2-3='432/931 N, BOT CHORD i2'5=233/375 /- WEBS 3-5=-392/219 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91Imph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 7-3-12 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=1b) 2=125. BUTTE COUNTY BUILDING DIVISION APPROVE® Q�pFESS/0/y/ ZH4 Fyc� C 70068 • * EXP. -.9-30-2018 November 16,2017 AWARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not F3 a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall &Mild 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 buss systems, see ANSUTPI11 Quality Criteria, DSB-09 and BCSI Building Component - 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Langerwerf Residence .r. - PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 K3930449 173976 M4 GABLE 1 1 BC 0.08 - Vert(CT) 0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr Job Reference o tional Meek's I russ, Elk Grove, CA 95624 - 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:49 2017 Page 1 ID:9RF14fuN EG9SB3plYNFtdXyZ1 zh-NTOYQhRkdNrtfzOb2eCSx?mQzfZAwr3OuFrdwYylcAq 7-5-8 1 6 0 7-5-8 Scale = 1:16.6 2x4 II 6 10 9 8 7 3x4 = 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 Il LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 1 n/r 120 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.08 - Vert(CT) 0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.06 7 • n/a n/a will fit between the bottom chord and any other members. BCDL 7.0 Code IBC2015/TPI2014 Matrix -P 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2, 10, 8, 9. Weight: 36 Ib FT = 20% LUMBER- a BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.2 G except end verticals. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Std G REACTIONS. All bearings 7-5-8 (lb) - Max Horz 2=81(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 7, 2, 10, 8, 9 Max Grav All reactions 250 Ib or less at joint(s) 7, 8, 9 except 2=256(LC 1), 10=276(LC 1) �� FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ®o n' ���� `uI o' t a NOTES- v fs 1) Wind: ASCE 7-10; VuIt=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. v ��ILDII ` G DIV ISI �® II; Exp C; enclosed; MWFRS (directional) and C -C Comer(3) -1-6-0 to 1-6-0, Extedor(2) 1-6-0 to 7-3-12 zone; cantilever left and right �ldl ���a exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate �� grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2, 10, 8, 9. Q�pfESS10Nq� ZHgo �ycm C 70068 EXP. 9-30-2018 ST9T CI0. FOF CAO November 16,2017 ,& WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not- a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■■�.YY■ building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for 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 ANSVrP11 Quality Criteria, OSS -89 and BCSI Building Component ..250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type IQty SPACING- 2-0-0 Ply Langerwerf Residence PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 K3930450 173976 , M5 Jack -Closed 5 1 Vert(CT) -0.03 2-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Job Reference o tional Meek's Truss, Elk Grove, GA 95624 0 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 1612:34:49 2017 Page 1 ID:9RF14fuNEG9SB3plYNFtdXyZ 1 zh-NTOYQhRkdNrtfzOb2eCSx?mOefYOwruOuFrdwYylcAq 1E 0 4-5-12 1 6 0 4-5-12 2x4 II 4 Scale = 1:25.8 • � a -s-12 � 4-112 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.01 2-6 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.13 Vert(CT) -0.03 2-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 6 n/a n/a BCDL 7.0 Code IBC2015/TPI2014 Matrix -P Wind(LL) 0.00 2 " * 240 Weight: 27 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-5-12 oc purlins, BOT CHORD 2X4 DF No.2 G except end verticals. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. fi REACTIONS. (Ib/size) 6=149/Mechanical, 2=306/0-5-8 Max Horz 2=148(LC 9) Max Uplift 6=-56(LC 9), 2=-92(LC 12) Max Grav 6=172(LC 17), 2=306(LC 1) i FORCES. (lb) 'Max. Comp;/Max. Ten. - All forces 250 (lb) or less except when shown. 3 I � E COUNTY NOTES- 1 ��I`�j®I 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. NC DIVISION Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 4-5-12 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 APPROVED grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. Q,�QpFESS10S ZHA0 �ycm C 70068 *X -J1 /* November 16,2017 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not F=11H � a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall , building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iw iT®k' is ahvays 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 ANSVTPII Quality Criteria, DSB-09 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Ory Ply Langerwerf Residence PLATES , GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.74 K3930451 173976 M6 Roof Special 5 1 BC 0.39 Vert(CT) -0.35 3-4 >258 .240 BCLL 0.0 ' Rep Stress Incr Job Reference o tional Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 1612:34:50 2017 Page 1 I D:9RF14fuNEG9SB3plYNFtdXyZ1 zh-sgyxel SMOhzkH6zncMjhTCJRF3pWfH9Y6vbBS?ylcAp 3 10 9 7-10-0 3-10-9 3-11-7 2x4 11 Scale = 1:40.3 1 43x4 = 3x4 = 7-10-0 7-10-0 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES , GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.14 3-4 >620 360 MT20 ` 220/195 ' TCDL 14.0 Lumber DOL 1.15 , " BC 0.39 Vert(CT) -0.35 3-4 >258 .240 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 3. n/a n/a BCDL 7.0 Code IBC2015/TP12014 Matrix -P Wind(LL) 0.00 4 """' 240 Weight: 46 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.1&Btr G except end verticals. WEBS x 2X4 DF Std G ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=306/Mechanical, 3=306/0-5-8 Max Horz 4=-230(LC 8) t Max Uplift 4=-99(LC 8), 3=-28(LC 12) Max Grav 4=337(LC 18), 3=307(LC 17) FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 2-3=-329/126 , WEBS 5 ' 2-4=-319/212 • r . NOTES- t. - I, 1 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 4-4-11, Interior(1) 4-4-11 to 7-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. H BUTTE COUN ON BUILDING DMS Q�01FESS101v� ZHgO F'Lcm C 70068 z *\ ETA 9-2018 /* November 16,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473re, 10/03)2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a trussss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - pal' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. • Corona, CA 92880 Job ; ' Truss Truss Type Qty Ply Langerwerf Residence PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 K3930452 173976 M7 Monopitch 3 1 Lumber DOL 1.15 BC 0.46 Vert(CT) -0.32 2-4 >263 240 Job Reference o tionall Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:50 2017 Page 1 ID:9RF14fuNEG9SB3plYNFtdXyZl zh-sgyxel SMOhzkH6zncMjhTCJX13oPfl7Y6vbBS?ylcAp -1-" 7-6.0 1-6-0 7-&0 Scale = 1:16.7 2.4 II 3 3.00 12 6 5 2 1 [::� . 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.14 2-4 >632 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.46 Vert(CT) -0.32 2-4 >263 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 7.0 Code IBC2015rTP12014 Matrix -P Wind(LL) 0.00 . 2 "" 240 Weight: 32 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.2 G except end verticals. WEBS • 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=278/Mechanical, 2=424/0-5-8 Max Horz 2=81 (LC 9) Max Uplift 4=-48(LC 8), 2=-126(LC 8) FORCES. ti (lb) - Ivlax:,Comp./Max. Ten. -All forces 250 (lb) or less except when shown. , NOTES- 1) Wind: ASCE 7-10; Vult=1115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 7-4-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 2=126. BUTTE COUNTY BUILDING DIVISION APPROVED Q�pFESSIOry� ZH40 �y2m C 70068 * �sa�ota November 16,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MmEK REFERENCE PAGE MII-7073 rev. 10/03/2015 BEFORE USE. R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not q a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall MOW building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI) TPH Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information a tillable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type CSI. Ply Langerwerf Residence t (loc) I/defl T31 TCLL 20.0 Plate Grip DOL K3930453 173976 Mil Roof Special 2 1 360 TCDL 14.0 Lumber DOL 1.15 BC 0.04 Vert(CT) Job Reference o tional Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:51 2017 Page 1 ID:X DOKBUTvU68jig_Bo7NJ4yTgzu-KsWJrNS_9_5bvGYzA3FwOOnnrTFKOINhLZKk_RyicAo 2-" 2.6.0 1 0 Scale = 1:21.1 is LOADING (ps1) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.01 2 >999 360 TCDL 14.0 Lumber DOL 1.15 BC 0.04 Vert(CT) -0.02 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 1 n/a n/a BCDL 7.0 Code IBC2015ITPI2014 Matrix -P Wind(LL) 0.00 2 >999 240 LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Std G BOT CHORD REACTIONS. (Ib/size) 4=20/Mechanical, 1=135/Mechanical, 3=153/Mechanical Max Hoa 4=-92(LC 8) Max Uplift 1=-30(LC 12), 3=-20(LC 12) Max Grav 4=48 LC 3 1=139 LC 18 3=153(LC 1) FORCES.' - (16),- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown PLATES GRIP MT20 220/195 Weight: 17 Ib FT = 20% Structural wood sheathing directly applied or 2-6-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1:60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 1, 3. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �u�� covN�v BUILDING' 5D APP�O Q�OFESS10&4 ��M ZHg0 Fy m C 70068 /� * EiE� 9-2018 November 16,2017 ,&WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall - -•��• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSVTPIf Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 Job " 4 Truss Truss Type Qty Ply Langerwerf Residence LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-3, except end verticals. BOT CHORD 2X10 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. K3930454 173976 N1 GABLE 1 n L Max Horz 6=-120(LC 19) Max Uplift 6=-288(LC 4), 4=-285(LC 5) r FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. �`�`� COUNTY Job Reference o tional Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:52 2017 Page 1 I D:9RF14fuN EG9SB3plYNFtdXyZ1 zh-o24h3jTcwl DSWQ7Aknm9YdOx9sbN7AEgaD41 WtylcAn 5-0-6 10-0-12 5-0-6 5-0-6 - 2x4 11 4.4 = Scale = 1:24.7 21 3.6 II — ' 22 5 23 3x6 II 24 4 6 NAILED 3x6 II 5x8 = NAILED 3x6 II 3x6 II 3x6 II NAILED NAILED NAILED ti LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015ITP12014 CSI. TC 0.08 BC 0.05 WB 0.15 Matrix -S DEFL. in (loc) I/deft Ud Vert(LL) -0.00 5 >999 360 Vert(CT) -0.01 5 >999 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) 0.01 5 >999 240 PLATES GRIP MT20 220/195 + Weight: 202 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-3, except end verticals. BOT CHORD 2X10 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Std G OTHERS 2X4 DF Std G REACTIONS. (Ib/size) 6=744/Mechanical, 4=736/Mechanical Max Horz 6=-120(LC 19) Max Uplift 6=-288(LC 4), 4=-285(LC 5) r FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. �`�`� COUNTY TOP CHORD 1-6=-534/221,1-2=-589/215,2-3=-589/215.3-4=-534/221 1 1 WEBS 1-5=-284/704, 2-5=-380/1 B4, 3-5=-284/704 p � 1 1I1 DING D I\V I S I O V BUILDING 7 NOTES- 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: APPROVED Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 200 - 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; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANS11TPI 1. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 9,()FESSI0N 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) " This truss has been designed for live load 20.Opsf OQ ZH �F Ap yC a of on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��, �.M will fit between the bottom chord and any other members. A _ 10) plate rating reduction of 20% has been applied for the green lumber members. U21m C 70068 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 6=288.4=285. 9-30- 8 13) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. * 14) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. \Q LOAD CASE(S) Standard UFO November 16,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• +� a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and, property damage. For general guidance regarding the - ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSS -89 and BCS] Building Component 250 Klug Circle 4 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Langerwerf Residence 173976 N1 GABLE MeeK S I rUSS, UK urove, uA `vobz4 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase= 1.15 Uniform Loads (plf) Vert: 1-3=-68, 4-6=-14 Concentrated Loads (lb) Vert: 5= -135(F)21= -137(F)22= -135(F)23= -135(F)24= -136(F) rz � rr K3930454 1 2 " Job Reference (optional) 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:52 2017 Page 2 I D:9RF14fuNEG9SB3plYNFtdXyZ1 zho24h3jTcwlDSW07Aknm9YdOx9sbN7AEgaD41 WtyllAn AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE 11111-7073 rev. 1010312015 BEFORE_ USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall, W! _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITBk• 'is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSVTPMOuality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 Jobe ' Truss Truss Type Qry Ply Langerwerf Residence PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 K3930455 173976 N2 GABLE 1 BC 0.08 Vert(CT) -0.02 5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.18 Job Reference o tional (week s truss, Eik Grove, CA 1:1D0Z4 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:53 2017 Page 1 ID:9RFI4fuNEG9SB3plYNFtdXyZ1 zh-GEe3G3UEhcLJ8aiMHUH05rx4QGw9sd3_otpr3JyIcAm 5-0 6 10-0-12 rr-0 6 5.0.6 r 2x4 11 Scale = 1:42.5 4x4 = 2x4 II 4x4 = o,.n II o..e II 6 26 27 3x6 II 5 28 ,3x6 11 29 4 3x6 II 3x6 II 3x6 11 5x8 = 3x6 11 3x6 II LUS24 LUS24 LUS24 LUS24 3x6 11 LUS24 5-D-8 10-0-19 5-0-6 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 5 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.08 Vert(CT) -0.02 5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(CT) -0.00 4 n/a n/a BCDL 7.0 Code IBC2015rrP12014 Matrix -S Wind(LL) 0.01 5 >999 240 Weight: 291 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G t» TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-3, except end verticals. BOT CHORD 2X10 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Std G OTHERS 2X4 DF Std G REACTIONS. (Ib/size) 6=1123/Mechanical, 4=1139/Mechanical Max Horz 6=211(LC 7) Max Uplift 6=-435(LC 4), 4=-440(LC 5) Max Grav 6=1133(LC 26), 4=1149(LC 25) Q BUTTECOUNTY FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-777/325, 1-2=-536/227, 2-3=-536/227, 34=-777/325 Y BU I LD I N DIVIS IIoN WEBS 1-5=-351/854,2-5=-384/186,3-5=-3511854 APPROVE® NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x10 - 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; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 1.5x4 MT20 unless otherwise indicated. FESSIO& 7) Gable studs spaced at 14-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `C <i, M ZHq F2 ` COQ 9) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. U2� C 70068 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 9-30- 18 6=435.4=440. 13) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. J7 14) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 1-1-2 from the left end to 9-1-2 to connect truss(es) to front face of bottom chord. A�,FOQ 15) Fill all nail holes where hanger is in contact with lumber. November 16,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473re, 10/0712015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage: For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSVTPI1 Quality Criteria, DS"9 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss .Truss Type , 173976 N2 GABLE Meek's Truss, Elk Grove, CA 95624 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-68, 4-6=-14 Concentrated Loads (lb) Vert: 5= -292(F)26= -292(F) 27= -292(F)28= -292(F) 29=-293(F) City Ply Langerwerf Residence K3930455 1 Job Reference (optional) 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:53 2017 Page 2 ID:9RF14fuNEG9SB3plYNFtdXyZlzh-GEe3G3UEhcLJBaiMHUH05rx4OGw9sd3 otpr3JylcAm r BUTTE CbUNTY BUILDING DIVISION APPROVED AWARNING - Verrfy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. �® Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Nil' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTekr 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, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 JoT� Truss Truss Type city Ply Langerwerf Residence PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.15 ' 1 K3930456 173976 P1 Roof Special Supported Gable 1 1 BC' 0.02 Vert(CT) -0.03 9 n/r 180 , BCLL 0.0 Rep Stress Incr Job Reference o tional Meek's I russ, tIK vrove, GA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:54 2017 Page 1 ID:9RF14fuNEG9SB3plYNFtdXyZ1 zh-kRCRTPVISvTAmkHYrCode2TFXgH Mb6g71 XZObmylcAI 1 6 0 3.9.8 7-7-0 91-0 1 6 0 3-9-8 3-9-8 1 6 0 4x4 = Scale = 1:24.5 5 7-7-0 7-7-0 0 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.01 9 n/r 120 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC' 0.02 Vert(CT) -0.03 9 n/r 180 , BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 8 n/a n/a 6) Gable studs spaced at 1-4-0 oc. i BCDL 7.0 Code IBC2015rrP12014 Matrix -P 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 Weight: 40 Ib FT = 20% LUMBER- 9) A plate rating reduction of 20% has been applied for the green lumber members. BRACING - TOP CHORD 2X4 DF No.2 G �OFESSIpN TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2X4 DF No.2 G w BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Std G REACTIONS. All bearings 7-7-0 (lb) - Max Horz 2=90(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 10, 11, 14; 13 except 2=-109(LC 12), 8=-109(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 2, 8, 12, 10, 11, 14, 13 COUNTY , NTY V I I G FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. D I BUILDING I S I ON NOTES- * t, V 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; 8=45ft; L=24ft; eave=2ft; Cat 6 P P O@'P,90 E ® I ll; Exp C; enclosed; MWFRS (directional) and C -C Corner(3) -1-6-0 to 1-4-0, Exterior(2) 1-4-0 to 3-9-8, Comer(3)3-9-8 to 6-9-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. , 6) Gable studs spaced at 1-4-0 oc. i 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 11, 14, 13 except at=1b) 2=109, 8=109. �OFESSIpN ZN40 �tic2 C 70068 9- 0• 1 November 16,2017 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• , a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'y'�T®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 ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 4 Job Truss Truss Type QtyPly G Langerwerf Residence 1.15 t 14.0 Lumber DOL 1.15 K3930457 173976 P2 Roof Special 2 - 1 Code IBC2015rrPI2014 WB 0.06 Horz(CT) 0.00, 4 n/a Job Reference (optional). Meek's f ntss, Wk Grove, GA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:54 2017 Page 1 ID:9RF14fuNEG9SB3p1YNFtdXyZ1zh-kRCRTPVtSvTAmkHYrCode2TFBgGvb6971XZObmylcA I -1-0-0 3-9-8 7-7-0 9-1-0 1-6-0 3-9.8 3-9.8 1-6-0 4x4 = 3 Scale = 1:24.5 LOADING (psf)SPACING- I� 2-0-0 TCLL G LOADING (psf)SPACING- DEFL. 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 14.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code IBC2015rrPI2014 LUMBER - TOP CHORD 2X4 DF No.18Btr G BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Std G CSI. DEFL. in (loc) I/defl Ud TC 0.17 Vert(LL) 0.00 4-6 >999 360 BC 0.11 Vert(CT) -0.01 4-6 >999 240 , WB 0.06 Horz(CT) 0.00, 4 n/a n/a Matrix -P Wind(LL) -0.00 6 >999 240 BRACING - PLATES GRIP MT20 220/195 Weight: 32 Ib FT = 20% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. w REACTIONS. (Ib/size) 2=41110-3-8,4=411/0-3-8 Max Horz 2=90(LC 11) Max Uplift 2=-102(LC 12), 4=-102(LC 12) FORCES. (lb) -'Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-301/53,'3-4=-301/54 1�1`T�( NOTES... .✓' gUTTE®v 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. UI■L D'NG [)N J'ON ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 3-9-8, Exterior(2) 3-9-8 to 6-9-8 �® zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions /� ��� PP shown; Lumber DOL=1.60 plate grip DOL=1.60 A 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=102,4=102. Q�ypFESS10/V ZHgp F'ycm C 70068 9-30- 18 rs� R. i F November 16,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall 1 =•�` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Langerwert Residence - 4 K3930458 173976 P3 GABLE 1 2 ,•...,, Ir Y. , . Job Reference o tional Meek's I runs, Wk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:55 2017 Page 1 I D:9RF14fuNEG9SB3plYNFtdXyZ1 zh-Comghl W VDDb1 NuskPvJsAGOQR4ZbKXXHGBly7CyIcAk 3-6.8 7-4-0 3-6-8 3-9-8 F 4x4 = 9.00 12 2 4x5 < Scale: 1/4-=1' LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD BOT CHORD 2X6 DF No.2 G WEBS 2X4 DF Std G BOT CHORD OTHERS 2X4 DF Std G REACTIONS. (Ib/size) 6=1408/Mechanical, 4=1444/0-5-8 Max Horz 6=-209(LC 6) Max Uplift 6=-220(LC 4), 4=-221 (LC 5) Max Grav 6=1434(LC 2), 4=1472(LC 2) FORCES. (lb) - Max. Comp./Max..Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=697/1177,2-3=-701/1174,11-6=-11 1129/1189, 3-4=-1066/176 WEBS 2-5=-168/609.1-5=-166/827, 3-5=-156/778 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 6) All plates are 2x4 MT20 unless otherwise indicated. '} 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 6=220,4=221. 13) Use Simpson Strong -Tie LUS24 (4-SD9112 Girder, 2-SO9212 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 1-9-12 from the left end to 5-9-12 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION APPROVED Q�pFESS10/y'9! ZHq C 70068 70 November 16,2017 ,&WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MI67473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• attruss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design into the overall e, 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 cuss systems, see ANSVTPI1 Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 6 b - 4 1.5x4 II LUS24 8x8 = LUS24 ,•...,, Ir Y. , . LUS24 7-0-0 3 6 8 3-9-8 a I LOADING (psf) SPACING- 2-0-0 CSI. i DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.01 4-5 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.27 Vert(CT) -0.02 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO. WB 0.18 Horz(CT) -0.00 4 n/a n/a BCDL 7.0 Code IBC2015/TPI2014 Matrix -P Wind(LL) 0.01 4-5 >999 240 Weight: 190 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD BOT CHORD 2X6 DF No.2 G WEBS 2X4 DF Std G BOT CHORD OTHERS 2X4 DF Std G REACTIONS. (Ib/size) 6=1408/Mechanical, 4=1444/0-5-8 Max Horz 6=-209(LC 6) Max Uplift 6=-220(LC 4), 4=-221 (LC 5) Max Grav 6=1434(LC 2), 4=1472(LC 2) FORCES. (lb) - Max. Comp./Max..Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=697/1177,2-3=-701/1174,11-6=-11 1129/1189, 3-4=-1066/176 WEBS 2-5=-168/609.1-5=-166/827, 3-5=-156/778 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 6) All plates are 2x4 MT20 unless otherwise indicated. '} 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 6=220,4=221. 13) Use Simpson Strong -Tie LUS24 (4-SD9112 Girder, 2-SO9212 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 1-9-12 from the left end to 5-9-12 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION APPROVED Q�pFESS10/y'9! ZHq C 70068 70 November 16,2017 ,&WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MI67473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• attruss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design into the overall e, 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 cuss systems, see ANSVTPI1 Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type - 173976 � P3 'GABLE Meek's Truss, Elk Grove, CA 95624 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-68, 2-3=-68, 4-6=-14 Concentrated Loads (lb) Vert: 5=758(8) 19=-758(B) 20=-758(8) r Qty Ply Langerwerf Residence �• t• ` K3930458 1 Job Reference (optional) 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:55 2017 Page 2 ID:9RF14fuNEG9SB3plYNFtdXyZ1 zh-ComghlW VDDb1 N uskPvJsAGOQR4ZbKXXHGB1y7CylcAk AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. , Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the. building designer must verity the applicability of design parameters and 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 MITBk• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 Quality Criteria, DSB-89 end BCSI Building Component 250 Ktug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qry Ply Langerwerf Residence PLATES GRIP �PB`I Plate Grip DOL 1.15 TC 0.19 K3930459 173976 MT20 220/195 PIGGYBACK g 1 BC 0.15 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr Job Reference (ootionall Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:57 2017 Page 1 ID:9RF14fuNEG9SB3plYNFtdXyZ1 zh-80ta6QXllgddBO7WKLKFh5m7tG?oTEZjVn3C5ylcAi 6-1$ 12-3-0 6-1.8 6-1.8 5x6 = 3x4= 6 3x4 = �1.Sx4 II Scale = 1:28.8 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.15 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 6 n/a n/a BCDL 7.0 Code IBC2015/TP12014 Matrix -S Weight: 52 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Std G REACTIONS. All bearings 10-11-5. (lb) - Max Horz 1=-65(LC 30) Max Uplift AII uplift 100 Ib or less at joints) except 1=-256(LC 17), 5=-231(LC 18), 2=-735(LC 33), 4=-735(LC 34) Max Grav • All reactions 250 Ib or less at joint(s) 1, 5, 6 except 2=889(LC 30), 4=871 (LC 31) FORCES. (Ib)'- Max. Comp./Max. Ten. - -All forces 250 (lb) or less except when shown. TOP CHORD - 2-3=-1052/977.3-4=-1052/984 BOT CHORD 2-6=-756/790, 4-6=-756/790 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-4-9 to 3-4-9, Interior(1) 3-4-9 to 6-1-8, Exterior(2) 6-1-8 to 9-1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 256 Ib uplift at joint 1, 231 Ib uplift at joint 5, 735 Ib uplift at joint 2 and 735 Ib uplift at joint 4. 8) This truss has been designed for a total drag load of 1500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-4-11 for 144.4 plf. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. BUTTE COUNTY BUILDING DIVISION APPROVED A Q�0FESSIp/v ZHAo C 70068 November 16,2017 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing �'Tek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 fabrication, storage, delivery, erection and brecing of trusses and buss systems, see ANSVTPI11 Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Langerwerf Residence Plate Grip DOL 1.15 TC 0.21 TCOL 14.0 K3930460 173976 P132 GABLE 1 1 YES WB 0.04 BCDL 7.0 Code IBC2015rrPI2014 Matrix -S Job Reference (optional) Meek's Truss, Elk Grove, CA 95624 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Nov 16 12:34:59 2017 Page 1 ID:9RFI4fuNEG9SB3plYNFtdXyZ1 zh-50?KX6Z?HS5TsV9WelOoL6A5EhxZGNgsBpG9GzylcAg 6-1-8 12-3-0 6-1-8 6.1.8 4x6 = 3x4 = 17 16 15 14 13 12 3x4 = 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 TCOL 14.0 Lumber DOL 1.15 BC 0.21 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 BCDL 7.0 Code IBC2015rrPI2014 Matrix -S LUMBER - TOP CHORD 2X6 DF No.2 G BOT CHORD 2X4 DF No.2 G OTHERS 2X4 DF Std G I� 6 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 220/195 Vert(CT) n/a n/a 999 Horz(CT) 0.01 14 n/a n/a Scale = 1:28.8 Weight: 64 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 12-3-0. (lb) - Max Horz 1=98(LC 31) Max Uplift All uplift 100 Ib or less at joint(s) 11, 12, 13, 17, 16 except 1=-105(LC 29), 2=-975(LC 33), 10=-975(LC 34) .s .Max Grav All reactions 250 Ib or less at joint(s) 1, 11, 15, 14, 12, 13, 17, 16 except 2=1070(LC 30), 10=1045(LC 31) - FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1703/1647, 3-4=-1117/1069, 4-5=-723/694, 5-6=-333/316, 6-7=-333/319, 7-8=-723/702, 8-9=-1087/1063, 9-10=-1668/1617 BOT CHORD 2-17=-1261/1325, 16-17=-885/907, 15-16=-564/587, 14-15=-254/276, 13-14=-564/587, 12-13=-885/907,10-12=-1261/1325 BUTTE 0.0UNTY BUILDING DIVISION APPROVE® NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=4.2psf; h=25ft; B=45ft; L=2411; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-4-9 to 3-4-9, Interior(1) 3-4-9 to 6-1-8, Exterior(2) 6-1-8 to 9-1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 12, 13, 17, 16 except Qt=lb) 1=105, 2=975, 10=975. 10) This truss has been designed for a total drag load of 2500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-4-11 for 240.7 plf. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Q�01FESS/o/V Zhlgo F'ycm C 70068 November 16,2017 ,&WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111-7473re, 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall j■■��•����■■ building design. Bracing Indicated is to prevent buckling of individual truss web end/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSgTP11 Quality Criteria, DSB89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION ' Center plate on joint unless x, y 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 Z Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss1 and fully embed teeth. 2 3 t. Additional stability bracing for truss system, e.g. dia 9 diagonal or x-bracinCOg, is always required. See BCSI. z: TOP CHORDS g, 0y rr ' c1-2 c2-3 2. Truss bracing must be designed by an engineer. For �• 16 " 4 WEBS 4�, tY p =vU a� = pLl wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor 1 bracing should be considered. V 3. Never exceed the design loading shown and never Zd ( 0 stack materials on inadequately braced trusses. 4 2 locate F- p 4. Provide copies of this truss design to the buildingFor designer, csz css � BOTTOM CHORDS x orientation, plates 0- 'Ad' from outside erection supervisor, property owner and all other interested parties. M edgeof truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSlrrPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from " Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. u 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 4 X '} width measured perpendicular ESR -1311, ESR -1352, ESR1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. ' h ' 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 =' section 6.3 These truss designs rely on lumber values 14. Bottom chords l require lateral bracing at spacing, BEARING established by others. or less, if no ceiling is installed, unless otherwise noted. + 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint Fl number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. j Cy .18. Use of green or treated lumber may pose unacceptable ' environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words ' Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. -CSI: is not sufficient. Building Component Safety Information, i M TS/ 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSlrrPl.1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 AUGUST 1,'2016WEB BRACING RECOMMENDATIONS MII-WEBBRACE I - o Y ,v 1UU o0 .MiTek USA, Inc. . A--.MIT4lARIllab M)Tek USA; Inc. Page,1 of 1 YBay-sizeshall be measured in beween the centers of pairs Dt diagonals. MAXIMUM TRUSS WEB FORCE (lbs.) (See note 7) BRACE TYPE BRACING MATERIALS 1, DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUVULATIVE LATERAL- BRACE. FORCE INTO THE BAY SIZE 24"0:C. 48"O.C. 72" O.C. - 1 X 4.IND. 45 SP 2, THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE VVEB FORCE, _ A, BRACING MATERIAL TYPE BRACING MATERIAL TYPE MATERIAL TYPE . i X 4 02 SRB (DF, HF,.SPF) A B C. Dx A I .B j C D rBRACING D to -0" 1610 1888 + 2829�' 2.10010.131%'n NAILS FOR 213 QW 294 LATERAL BRACES. AND 3.104 (0.131.113'1 FOR 218 LATERAL ORALES B' 2 X'3 03„ STD; CONST (SPF, OF, HF, OR SP) 5.. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE - 'FOR CONTINUITY. -B. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLAT40N"OF BRACING. CONSULT s.1- �. �•: C 2 OF. HF, 05849 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI I X 4M3, STD. CONST (SPF; OR SP) GUIDE TO GOOD. PRACTICE FOR HANDLING,INSTALLING t BRACING OF METAL PLATE CONNECTED 1TA" 1342 1572 1572 2358 «»-';•'" 3143 3143 4715 Y 4715, 7074 I#-cr 1150 1347' } 1347. 2021 k � R "' •` rr i . ♦ rye � J Y - :A.li. 1006 1179 1178 1768 '? i 2358 2358 3538 a�7 : + +• - ^ii 1 •t ., .`,� .. r. ,a.. IV-vl 884 ..��, 1018; 1048 1572 3143 4715 �..;` '.S. w r' 1888 1888 2829 20-0" 805 813, 843 1414 w YBay-sizeshall be measured in beween the centers of pairs Dt diagonals. .. FORASPIIG@/D OF 24'O.C.ONLY:M.fTEX'BTAIiLISERTRUSSLiR14CINO BYSTEN9 CAN BB. SUBSTITUTED FOR TYPE A S. C. AND O SRACM0 MATERIAL. DIAGONAL BRACING FOR STANUrERS ARE TO BE PROVIDED AT BAY SIZE INDICATED. ABOVE.. MERE DIAPHRAGM BRACING IS REQUIRED AT PRCN BREANB,B7'ABIL MRB MAY 16 REPLACED WITH WOOD BLOCKING: SEE-sTAAAmuwww TRUSS BRAGND INSTAL1ATlON GUIDE AND PRODUCT SPECIFICATION, •i��wL6�Y�\ DIAGONAL BRACE CONTINUOUS LATERAL ` RESTRAINT 2-10d NAILS (SEE NOTE 4) I 0ri°E COUNTY 0I BUIL®ING DIVISION APPROVED TRUSS WEB MEMBERS This Information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members., Additional bracing may still be required for the stability April 6,201.7 GENERAL NOTES TYPE BRACING MATERIALS 1, DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUVULATIVE LATERAL- BRACE. FORCE INTO THE - ROOF APD.'OR CEILING OIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED SYAOUAUFIED PROFESSIONAL - 1 X 4.IND. 45 SP 2, THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE VVEB FORCE, _ A, ,-0R, 3: DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER. AS THE LATERAL GRACE MATERIAL. AND SHALL BE INSTALLED IN SUCH A Y.A.YNER THAT IT INTERSECTS Y&B MEM.SERS . i X 4 02 SRB (DF, HF,.SPF) ATAPROX YS DEGREES AND SHALL BE NAILED AT EACH END AN) EACH INTERMEDIATE TRUSS WITH 2-W (8131W.5") FOR 1rA BRACES, 2-1100 (0.131Y7I FOR W aro ZA BRACES, AND 3.10d 40.1316XTI FOR 2X5 BRACES, 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 240 (0.13PU2.$') NABS FOR 1r4 LATERAL BRACES, 2.10010.131%'n NAILS FOR 213 QW 294 LATERAL BRACES. AND 3.104 (0.131.113'1 FOR 218 LATERAL ORALES B' 2 X'3 03„ STD; CONST (SPF, OF, HF, OR SP) 5.. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE - 'FOR CONTINUITY. -B. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLAT40N"OF BRACING. CONSULT - C 2 OF. HF, 05849 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI I X 4M3, STD. CONST (SPF; OR SP) GUIDE TO GOOD. PRACTICE FOR HANDLING,INSTALLING t BRACING OF METAL PLATE CONNECTED WOOD TRUSSES. JOINTLY PRODUCED GY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. wwN.Ima111atrY.Ipm alp lYwY.ldrst.orp - D 2 X 603 OR BETTER (SPF. OF, HF. OR SP) T. REFER TO SPECIFIC TRUSS DESIGN DPAWNG FOR NEB MEMBER FORCE - - a, TABULATED VALUES ARE SASED ON A DOL • 1.15' .. FORASPIIG@/D OF 24'O.C.ONLY:M.fTEX'BTAIiLISERTRUSSLiR14CINO BYSTEN9 CAN BB. SUBSTITUTED FOR TYPE A S. C. AND O SRACM0 MATERIAL. DIAGONAL BRACING FOR STANUrERS ARE TO BE PROVIDED AT BAY SIZE INDICATED. ABOVE.. MERE DIAPHRAGM BRACING IS REQUIRED AT PRCN BREANB,B7'ABIL MRB MAY 16 REPLACED WITH WOOD BLOCKING: SEE-sTAAAmuwww TRUSS BRAGND INSTAL1ATlON GUIDE AND PRODUCT SPECIFICATION, •i��wL6�Y�\ DIAGONAL BRACE CONTINUOUS LATERAL ` RESTRAINT 2-10d NAILS (SEE NOTE 4) I 0ri°E COUNTY 0I BUIL®ING DIVISION APPROVED TRUSS WEB MEMBERS This Information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members., Additional bracing may still be required for the stability April 6,201.7 l., To . Is AUGUST 1, 2016 T -BRACE / I -BRACE DETAIL MII - T -BRACE _\F] 00 L��.j 0 MTek USA, I ej, '"MM Note: T -Bracing / i -Bracing to beused when continuous lateral; bracing is Impractical. T Brace / I -Brace must cover 900/6 of web length. Note: This detail NOT to be used to convert T -Brace'/ I -Brace webs to continuous lateral braced webs. t _ a Nailing Pattern F�-:,3:racesize �_'NailSize' Nail Spacing 1x4 or 1x6 10d (0.131"X 3") on ox. 20 or 2x6 or 2x8 16d (0.131",X315"). 8" o.c. Note: Nail along entire length of T -Brace / 1 -Brace (On Two -Pty's Nail to Both Plies) WOWUSA; Inc, Page 1 of 1 Brace Size . for.One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size ( 1 2 2x3 or 2x4 1x4 (•) T -Brace 1x4. I -Bra 2x6; 14 (`) T -Brace j2x61-Bute 2x8 j 2x8 T -Brace 2x8''1=Brace Nails Brace` Size for Two -Ply Truss " f + , + L' : Specified Continuous Rows of LaterafBracing SPACING Web Size 1 2 k W.or-W 2x4 T -Brace 2x4 I -Brae t 2x6 2X6 T -Brace 2x6 I -Bran WEB 2x8 2x8 T=Brace 2x81-Braa k k T -BRACE Nails � Section Detail T -Brace Web Nails I Web I -Brace Nails GA., �99-MI, W I T -Brace / l -Brace must be same species and. grade (or better) as;web member: (•} NOTE: If SP webs are used in the truss, 1x4 or 1 x6 SP braces must be stress rated boards with design values that are equal to; (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X_ bracing material; use IND 45 for T-Bracell-Brace For SP truss lumber grades up to #1 with VC bracing material, use IND 55 for jA- race. ...Q WAANfND:. WrW dsdgn parmustara and NERD NOTES ON TM AM IMMUDED N2TEK NEFENENCE PAGE 1510.7471 m. fAMMS BEFOM USE. .. - Oeign "His! for use wily with MITaI® commctors. This design Is based only upon pommters stcvn, and Is mr an individual building torrDatad, not a thus system. Betore use. tit building designer must venry sire s pOnDliity 01 design parameters and property Incotponde gds design into 91e ova -off bulding design. Bracing indicated is to prevent buckling of atdi»dtW.trws urob andlm dtwd members only. Ad65mtal temporoy arW psrtnamtd Orating. e Is ak'ays reauf ed for stability and to. pmvem collapse wn po=ble persanai Wwy a ed property -damage. For genmal guidance mgarding Use fabrkAlat-storage, delivery, medion'and bracing of -trusses and Wss:systarrm see ANW" Oust" Criteria. DS549 and BCSI Building Component :260 KWg Cac1e Safely Intormatlon avallaDb Qom Tnus Plate Instinde:219:N. Lae Strom, Sure 312. AleaanmW. VA 22]14: CWWM CA 92880 AUGUST:1, 2016 L -BRACE DETAIL MII`-'L-BRACE Cil =00 ' o -roc MiTek'USA, Inc. . A UITaR AMsata Mitek USA; Inc. Page 1 of 1 Nails. Section Detail L -Brace - 1 ' Web o DAVID, F BAXTER. E)P. DEC 11.11. Is Z �p CIVIL i �• Aw.:r'C OfleT L-Brace'must be same specie's rade or better as web member. ',AWAIWNO • Vartly oledgn panmstera and READ NOTES ON TIES AND INCLIXIED AWM REFERENCE PACE W"M ~.1000"0/5 BEFORE USE. Dettp valid for use any with WOW aonnecxon. This design is based only upon parameters shown, and is }or an hdMdual W" eornponrnt. Trot� ' a truss system. SaWs use. the building designer mum verily ft WpfirabW of della+ parameters and pmpedy V=Monda 0" despn We de overes - r b,r8dlilg design. Bn1Sg Yiulkatedls to prevumt OucldMp otMdMdunt Nn1 web andM chord memban arvy, Addaiaut temporary and pa wseiug me . is ahrye.ragalM fw stabUOy and to preram collapse w1h possible personalht3ury and pmpeuq damage. For general gu!dnrce nspardlnp ff � � hbrtestbr. EoraQa: dp8wry: arecllat mM bnuing of trustor arta buss sydems, tee ANSUIPi1 Qtiagly CAtari, D88•p arta SCSI Bung Counportem 250 Kttig Chia 9afalj, bdormatloa.-awl.ble;eom Truss Pla."e,tmtlyde, 216 N.Lae Street, Fiv3e 512. Alexandria. YA 22311. . Corona. CA 92880 t Nailing. Pattern Note: L -Bracing to be used when continuous L -Brace size Nail Size Nail Spacing lateral bracing is impractical. L -brace '10d must cover 900/d of web length. 1x4 or 8: (0:131" X W) 8" D.C. 2x4,.6, orb_ t 16d`0.131"X 3.5'- W O.C: , + Note: -Nail along eritire length of L -Brace L -Brace Size (On Two=Ply's Nail to Both Plies) for One -Ply, Tr iss ' Specified Continuous Rows of Lateral Bracing UTTECOUNTY Web Size 1 2 Neg�uJ1 UILDING DIVISION 2x3or2x4 1x4 ... y APOVED - 2x6 1xs .� j 1 2X13 k •'• DIRECT SUBSTITUTION NOT APLICABLE. SPACING 1 • } QQiOFESSfO;y ' Ar irvEe _-A S6332 L Brace Size P.ti130r2Qf.8 *„ for Two-Ply;Trus"s Ar " L -BRACE OFCAI� Specified Continuous Rows of Lateral Bracing Web Size 1 2 ..• 2x3 or 2x4" 20 asci • '' r,. 2X6 r 2x6 I asci 2z8 2x8 •«,,Sc� "• DIRECT SUBSTITUTION NOTAPUCABLE.v-_._�'��A�. _ Nails. Section Detail L -Brace - 1 ' Web o DAVID, F BAXTER. E)P. DEC 11.11. Is Z �p CIVIL i �• Aw.:r'C OfleT L-Brace'must be same specie's rade or better as web member. ',AWAIWNO • Vartly oledgn panmstera and READ NOTES ON TIES AND INCLIXIED AWM REFERENCE PACE W"M ~.1000"0/5 BEFORE USE. Dettp valid for use any with WOW aonnecxon. This design is based only upon parameters shown, and is }or an hdMdual W" eornponrnt. Trot� ' a truss system. SaWs use. the building designer mum verily ft WpfirabW of della+ parameters and pmpedy V=Monda 0" despn We de overes - r b,r8dlilg design. Bn1Sg Yiulkatedls to prevumt OucldMp otMdMdunt Nn1 web andM chord memban arvy, Addaiaut temporary and pa wseiug me . is ahrye.ragalM fw stabUOy and to preram collapse w1h possible personalht3ury and pmpeuq damage. For general gu!dnrce nspardlnp ff � � hbrtestbr. EoraQa: dp8wry: arecllat mM bnuing of trustor arta buss sydems, tee ANSUIPi1 Qtiagly CAtari, D88•p arta SCSI Bung Counportem 250 Kttig Chia 9afalj, bdormatloa.-awl.ble;eom Truss Pla."e,tmtlyde, 216 N.Lae Street, Fiv3e 512. Alexandria. YA 22311. . Corona. CA 92880 t AUGUST°1,.201;6 • r i SCAB -BRACE -.DETAIL M11-SCAB'-BF2ACE. • maT k usA, inc,.. ' . Page.1 of 1 r oG : `Note: Scab -Bracing to be used when continuous lateralbra` ( � � imp ctica MTekUSA;lnc.- Tting at midpoint (or T-Braoe) is i Sca� web +f- 6. b must cover full le of "- - Y 0 MM E_�, ApITea AINtaOe: THIS DETAIL'IS NOT::APLICABLE�WHEN'BRACING IS-*** ' REQUIRED AT1/3 POINTS OR I=BRACE IS SPECIFIED. - a _ -APPLY 2x SCAB TO ONE FACE OF WEB:WITH. r .2 ROWS OF. 11Qd'(0.1317X T) NAILS SPACED 6" O.C. SCAB MUST BE XHE SAME:GRADE;'SIZE AND `SPECIES (OR BETTER) AS THE WEB. ' - BUTTE COUNTY BUILDING DIVISION ' . . r APPROVED K MAXIMUM WEB AXIAL FORCE = 2500:Ibs; MAXIMUM WEB'LENGTH =:12'-0" SCABBRACE 2x4 MINIMUM WEB' SIZE MINIMUM WEB GRADE OF #3 AVID,(� BAXTER' ` - � ,vol, c)vtl. • ����, ° - QApFESsjo, . i S f Nails .! Section DetaU i ' �-� . *�' � ,. • . W ' � 5:6332, � � •Scab -Brace +> ef3�aof9 _ • �' Web � « •t • . y ' � � +' •• - r QFGALtFO • April 6,2017 Q WARte'1MD:v�deilgnpvamatam AW READ NOTES ON TNS AND WCL110 WEDTEX REFERENCE PAW11M7Qa m. ftbddRdfd SEADIM USE. Oesign Valid for use only wah MiTeM connectors: This design to based only upon parsmetars shnvan, and is for an indM dual standing componmd. not - s buss system. Befaro use, the buadhng designer must wiy the sp icalliy of desipn parwasters wtd piapetly incorporate Oils dash into the overall , building das!pn:. Bracing indicated Is.lo.prevent bucgNg of individual truss Weiendtor Crord members only: Ad(Mont) temporary and pemranent Naca:p Vex, It&MayateQWradforgabddyendtoprevent collepaewahposohlde pen=al *M and properly damage. ForgeneralMWdancemgatd§tpthe I.0lonstomp delivery. erection and bracing of cusses and turas sy :crus, we AAMPt1 Quality Cdtum. DSB49 and BCBt Butidhng Component - 250 KkM Circe : Safety lMonneL&n availabe from Truss Plato lnatitute. 218 N. Lee Sheet. Suae 312. Alexandria: VA 2231/. - Corona• CA 92880 Y � ' •� " 0 .3 STANDARD PIGGYBACK MII-PIGGY-ALT AUGUST 1, 2016 TRUSS CONNECTION DETAIL 7-10 I � IaLJ 0 00 O 00 LV_U a MiTek USA, Inc. u ENGINEERED BY_O A Mrrek ANillate A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) 0(0.131 " X 3.5") TOE -NAILED. B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.131" X 3.5") NAILS EACH. D - 2 X _ X 4'-0" SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE #2, ATTACHED TO ONE FACE, CENTEREC INTERSECTION, WITH (2) ROWS OF (0.131" X 3") NAILS @ 4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: 1. WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 2. WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. E - FOR WIND SPEED IN THE RANGE 126 MPH - 160 MPH ADD 9"x 9"x 1/2" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT 48" O.C. OR LESS. ATTACH WITH 3 - 6d (0.113" X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 12 NAILS) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS MiTek USA, Inc. rage l or l MAXIMUM WIND SPEED =REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24 " O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE: 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH PLYWOOD GUSSETS AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB C( NOTE D 7" x 7" x 1/2" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT 24" O.C. ATTACH WITH 3 - 6d (0.113" X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 12 NAILS) VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK This sheet is provided as a Piggyback connection detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x _ x 4'-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. BUTTE COUNTY BUILDING DIVISION APPFt®VED I C ` • - Ill a 4, [-, 'STANDARD PIGGYBACK TRUSS AUGUST 1, 2016. CONNECTION DETAIL (PERPENDICULAR) M11-P1-13 i—i MiTek USA, Ind. Page 1 Of.1 Y Ion ,_moo U , MiTeknUSA, I!ncc.EM( r_5 r sk ��.Y. JIn r ` -1 L. A pl7a AlttuaID ti DETAIL ISNOT APPLICABLE FOR TRUSSES . 'TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL c CONSIDERAT16NS BY BUILDING ENGINEER/DESIGNER ARE.REQUIRED.- MAX.MEAN ROOF HEIGHT = 30 FEET BUILDING CATEGORY 11 I WIND EXPOSURE B orC. WIND DESIGN PER ASCE 7-98, ASCE 7-02; ASCE 7-05.1100 MPH (M MRS). WIND: DESIGN PER ASCE:7-10125 MPH (MWFRS) DURATION OF LOAD: INCREASE x FOR WIND LOADS: 1 SO n THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UP TO 140 LBS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN" OTHER DIRECTIONS. 'PIGGY -BACK TRUSS - i • • (CROSS-SECTION VIEW) ATTACH PIGGYBACK TRUSS - s Refer to actual truss design. drawing for TO BASE TRUSS.WITH additional piggyback truss information. (2) - 16d (0:131" X 3.5*)NAILS .. TOENAILED. E• a ,• c r s NEAR SIDE FAR SIDE _ ,- NOTES FOR TRUSS: 1. THIS DETAIL iS VALID FOR ONE=PLY PIGGYBACK TRUSS ONLY; • 2. THE CHORD MEMBER OF PIGGYBACKAND BASE TRUSSES I MUSTBE SOUTHERN PINE OR DOUGLASFIR•LARCH LUMBER; 3. THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES' IS 2 FT OR LESS; 1 4; THE PIGGYBACK TRUSSES SHOULDBE PERPENDICULAR TO „ 1 BASE TRUSSES.- 5-. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER -BASE -TRUSS _ OR HAVE AN OVERHANG WHICH: WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT.. (;1NE$/,� - .DAVID: r .,F)UTTE COUNTY' r' O B�4jCfER; FLATTOPCHORO BUILDING -DIVISION -'• �o��, "'!L. OF BASE TRUSS r BASE TRUSS (SIDE VIEW) ®VE Refer to,actual truss design drawing APPR- for,additionalbase truss information. QAp> t:SS►p� NOTES FOR TOE -NAIL: Q ::$VZ2 - 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES i WITH THE MEMBER AND STARTED •1/3 THE LENGTH OF THE ptP NAIL FROM THE `MEMBER ,END AS SHOWN. 2, THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING " OF THE WOOD. Q -Atlf� = April 6,2017 -,• A WAMW-Verfy,desip paranatars and READ MOMS ON "IFS AM NUUMAIMR REFEREJCE PAW lB-7Qlnv. 1203OMSBEFM UW. Design vaW for use only w1b) MUM cannctnrs: Tlds design is Lased only upon parnunate. shown aM is(m an ItdlvMual budding . nM a truss system, eefae use, the buddz g designer must ve ft ft a pplleablGy ofdeslgn parameters and property Ineaporale this design into the Overall budding design, gracing Itdiamed Ism prevent buMig of Imlividuat Ms web and/or find members drily,' Adddlonal temporary and pamment Mcing ^ r r Is always required lot stability and to prevent cedapse wdh posdLte peisonal Injury ant prop" damage, For gerverso guidance regarding Ire , Pon - tam don, stooge. deh". areestn and Cretans of eusses and truss systems: am ANSVMI Quality Criteria, WS." end SCSI Building. CorePamnt 2W maCircle Way tnfonnatton available from Trude Plata InQhlde, 2/8 N. Lee Street• Sues 312 A:exmmuk VA 27714. I Ca. CA fY2880. r AUGUST 1,.2016 Standard Gable End .DetailMII-GE130-SP MITek USA, Inc. Paas 1 aft I V IUD a MiTek USA, Inc. ._ BA AtirN A1R71tb Typical x4 L -Brace Nailed To 2x Vertloals W110d Nails spaced W o.c. Vertical Stud SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Vertical Stud a + (4)' led Nails CE \_ ti e: CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x8 STUD AND A 16d Nags 20 STUD As SHOWN WITH 16d NAILS SPACED B' O.C. HORIZONTAL Spaced 6" o.c. (2) - 10d Nails into 2x6 yd1 Stud or f 2.4 N0.2 of better � (REFER TO SECTION A -A)' ' S Typical Horizontal Brace 7. GABLE STUD DEFLECTION MEETS OR:EXCEEDS'L/240, i Nailed To 2x_ Vetticala SECTION A -A, wrya .16d Nails 9; DONOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR 2x4 Stud 12. Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST A TWO TRUSSES AS NOTED: TOENAIL BLOCKING TO TRUSSES WITH (2) 10d,NAILS AT EACH END. SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH DRAWINGS FOR DESIGN CRITERIA (5) - 10d NAILS. ** - (4) - 8d (0:131" X2.5') NAILS MINIMUM, PLYWOOD , B i 3x4 = SHEATHING TO 2x4 ST SPF.BLOCK t <* - Diagonal Bracing** - L-Bracing.Refer Roof Sheathing Refer to section A A to Section B -B NOTE:24" Mail 1. MINIMUM GRADE OF i2'MATERIAL1N THE TOP AND BOTTOM CHORDS. 2.'CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND, ' (2)-10 { WALL.TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. Mme' NAILS(2) -.10d NAILS' 3: BRACING SHOWN (S FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. , ARCHrrECT OR,ENGINEER FOR TEMPORARY AND PERMANENT' BRACING OF'ROOF SYSTEM; 4. "L" BRACES.SPECIFIED.ARE TO BE FULL-LENGTH. `GRADES: 1x4 SRS OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. + S. DIAGONAL BRACE TO BE APPROXIMATELY_ 45'DEGREES TO ROOF �1x4� DIAPHRAM AT 4'4r..O.C. �• Stud Size e: CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x8 STUD AND A . ti Brace j' 20 STUD As SHOWN WITH 16d NAILS SPACED B' O.C. HORIZONTAL � BRACE BRACE TO.BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Dia DiBrace ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4: g. 9. d (REFER TO SECTION A -A)' ' at 1/3 points, 7. GABLE STUD DEFLECTION MEETS OR:EXCEEDS'L/240, i if needed 8. z THIS'DETAIL DOES NOT APPLY. TO STRUCTURAL GABLES. _. 9; DONOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 12' QC. 10: SOUTHERN: PINE LUMBER DESIGN VALUES ARE THOSE' EFFECTIVE End -Wall 08.01-13 BY SPIB/ALSC':- a �` 11; NAILS DESIGNATED 10d ARE (0.131"X 3") AND 2x4'SPNo.3/_St NAILS DESIGNATED 18dARE (0.131"X 3:5") 3-8-0 MinimumONA Stud , Without �1x4� DIAGONAL BRACES AT Stud Size S�c(� . ti Brace j' L` -Brace' ' I L -Brace � BRACE 1 /3 POINTS Species and Grade> ' Maximum Stud Length, 2x4SPNo. 3/Stu 12' QC. 4-0-7 - -'4-6.6 6-3-6 8-0-15, 12-1-6 2x4'SPNo.3/_St -16"O.C. 3-8-0 3-104 _5-" 74-1 11-0-1 .2x4SPN0.3/Stu 24-O.C. 3-010 3-1-12 45-6 I i6-1-5 9-1.15 Diagonal braces over 6'-.3 require a 2x4 T - Brace attached to one edge. Diagonal braces over lZ =6" require 2x4 l=braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with I Od nails it o.c., with 3" minimum end'd'istancei. Brace must cover 90% of diagonal length. @ 24" ox. V/ATTACHED DIAGONAL BRACE SPACED 4W O,C. TO VERTICAL WITH (4) Abd . LS AND ATTACHED BLOCKING WITH (5) 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) BUTTE OOUNTY BUILDING DIVISION 41APPROVED 'April 6,2017 3 AUGUST 1; 2016 * SUPPORTED GABLE DETAIL MII-SUPGABLE. .:FV_1110 � •' MiTek.USA; tna Page.1 Of Mitek USA, Inc. • ' a1(9 11 ` A Walk Amtleb . r SEE ORIGINAL TRUSS ENGINEERING FOR LUMBER. PLATES, / AND DESIGN CRITERIA"OF-THE INDIVIDUAL TRUSSES ;TRUSS GEOMETRY AND CONDITIONS Gh EXAMPLE OF SUPPORTING TRUSS,r SHOWN ARE FOR ILLISTRATION ONLY. t CONNECT EACH INTERSECTION OF ' GABLE`STUD:WITH (3) 10d (0.131", NAILS- • _' - i fj ^ OUTUNE 1'OF SUPPORTING TRUSS f }' r , THIS DETAIL ISTO 'BE USED WHERE A GABLE END DOES NOT PHYSICALLY HAVE A BEARING WALL DIRECTLY BENEATH A PORTION OF ITS BOTTOM CHORD. THE GABLE CAN`BE.CONSIDERED TO HAVE CONTINUOUS; BEARING IF IT ATTACHED TO'A CLEAR SPAN DESIGNED TRUSS THE GABLE TRUSS IS TO BE ATTACHED•TO THE SUPPORTING TRUSS WITH TWO ROWS OF 10d (0.131' X' 7) NAILS -SPACED 6`04: IN ALL ALIGNING_ MEMBERS UNLESS.OTHERWISE INDICATED..' . SEESTANDARD GABLE END DETAIL FOR BRACING OF THE GABLE TRUSS @� CIVIL S BUTTE COU NTY �� 0231��' -BUILDING DIVISION APPROVED 9Q�' IMPORTANT: THIS DETAIL IS TO BE USED ONLY WITH TRUSSES SPANING LESS THAN 45•h sWpy Q &6332 - SPACED 24" O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4112 AND 12%2 TOTAL TOP CHORD ARE NOT TO EXEED SD PSf 'g TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED IDIVIDUALLV • - DETAIL DESIGNED FOR WIND LOADS IN,THE PLANE OF THE TRUSS ONLY. a FOR STUDS EXPOSED TO WIND (NORMAL TO THE FACE), SEE STANDARD INDUSTRY GABLE END DETAILS AS APPLICABLE; OR CONSULT QUALIFIED BUILDING DESIGNER AS PER ANSVTPI 1-2002. - A...a 91 IM417 - AwA ma-Varodastgnpsarnotm and READ NOTES ON THISAMINCLUDED AOTEK REFERENCE PAGE Af7F7472 nil 1N0Y20I5BEF0RE USE r Design yg1W for use only Qh MReLO cortnatoro. Thb dmtgn le bawd only uaon parameter shown, and Is for an amirf¢un buWng component, nol, - r '•• , - a puss. ayatem. Solaro use, tha buliding designer must verity me epptZaDllfty of designparameter and pmpedy incorporate "a design Imp tns evils➢ Ile" De9dht9 design. Bracing Indlealed Is to prevent budding of indlvtaAl Nus web andlm Mord members ". Additional te+l®oraty and pmmw*m bracing, Is alwayp required for stability and to prevent eouq m with -personal Injury damsge. possible and property For general guidance regarding the f - follikatlan, storage; ee8vory, erociion and bracing of trusses and truss "ems, we ANWIVII Cua01y Criteria, OSS49 and BCSI Building.Comparront:' Safely tnto+matlon avaBAW from Truss Plate Inslaute, 218'N. Lee StraeL Build 312, Atetmrndrlo, VA 22314,Camns. 250.Ktug Clr"aa CA 92SM AUGUST 1, 2016`PURLIN.GABLE DETAIL - oIllo�j� - o coo c� o� MiTek:USA Inc: M11-HIP01 111A7ek USA, Inc. Page 1 of 2 308VEE_ Olay j D f u �STTUDSPACCIINGON PURLINGMLE TO ,ATMOM* SASgOPpEPQLIPENG.. f � - - _- _ - II •' ON THE GIRDER OR MIP TRUSS. SYS It i + ti. v 3x5 ALL PLATES TO BE 2.4 UNLESS OTHERWISE NOTED 3X5 w TYPICAL-"PURLIN 'GABLE" REFER TO ENGINEEREDTRUSS DRAWING FOR EACH INDIVIDUAL TRUSS THE:PURLIN GABLE'TO �` SEE DETAIL #3 + . 'BE LAID ON TOP OF THE �- HIP TRUSSES AND "ATTACHED. WHERE IT HAS GPS - - - - BUTTE COUNTY BUILDING DIVISION CONTACT WITH THE TRUS8ES BELOW. O Q j ©����� APPROVED . . SEE DETAIL �F2. ZO SEE DETAIL U 07CySNIEER JACKS =o AV D. ` 4 :BAXTER; 00 Exp 0m Si, 2016 SEE SHEET 2 OF 2 v� CIV�6 FOR ALL DETAILS yr i jjE : T • ' °- 0231�e" . leg Essra GAGRBUID NHT = 30 FEET' OYG .EXPOSURE Boll 'ASCE 7-98 ASCE 7-02 ASCE 7-05 100 MPH (MWFRS) p Q $'6332 TT! :ASCE7=10-125- MPH :(MWFRS) - a c WIND DURATION OF LOAD INCREASE :1.60 MAX TRUSS SPACING = 24" O.C. MAKSTUD SPACING= 24"'O.C. MINIMUM PITCH 2/12 MAXIMUM PITCH 12/12 j' OFOAL�E a• Aorif &.2017 .A WAR11 1 ViW dm@Ii; xt" mdAEAD MOM ON TM AM WICIA DFD Ill INFERENCE PACE Y67f/J nv. Mill H£fORB USE. • :Oealp valid ftr im "i will Woo corowcos e. This dull Is Dtmd ordy.upon gnmeters sAotrn• and i4 for an iidMduet 1z81" wmpOnenl, net a buss sinotsm Bofors use. the low" deapnm. must vsrty me. appUcaWBy of deafyn pademetersand property ineorponste tMs dal Imo 8u *vend .. . wsttlnp deslpn 8ntlnp idlratsd b to prevent eu[Alitp a heal a ws weD aaror arae member oMy. Add3iorW teembuy and —=mom beer q ls Ways mquinsd for abill end,to proved mUapse with possible persorte tri I and IxWeny dituge. For gment guldenu ragambp tlm pool. fabrtwlon, slonperdeiv", eroUlen and WWltp of trossesand buss syswm• ass ANNmm Q ft Ctltwh. DS&89 and SCSI Bult®np Gompos m, 2501tkp Cbcte SC" Worm Mm 'svWablo from TNss Plate Ins ltW 218 tl Lee ta"l Suite 312• Alemndrle; VA 22314. Comns, CA 22880 i 3 'AUGUST 1',20•16 PURL IN GABLE;DETAIL { M11-NIP01-2 M;Tek USn'Inc, Page 2`.of 2 o� THE TOP OF THE HIP GIRDER, A �I TRUSS AT THE BASE.OF THE PURLIN F-} GABLE IS DROPPED LESS i tr THEN.ALL THE OTHER,HIP .. .16d: (0131"X 3;5") MiTek USA, Inc. TRUSSES.. THE BOTTOM EDGE NAILS 6" O.C. ' 191110- t. gt+o[K e OF THE PURLIH GABLE � D eV• Q ALIGNS WITH THE LEFT � A half" AMiMov FACE•OF THIS TRUSS AND BEARS ON TOP.. �`a ALTERNATE DETAIL _ 16d (0.131"X 3.5") -NAILS6,. '.C,. G� OjpOG ! �OPGN �r COQ Gt I DE�4�Id� " DESIGNED. BY OTHERS oerAiL #1 BUTTE COUNTY r BUILDING DIVISION ►.1 .ATTACH S ICED OGD 10d(U�3 -X )NAND APPROVED HIP GIRDER d APEX • DETAIL: #2` , ppE ' ALtGN WITH THE �D OFS.NOT . THEGNIWAIT T\CHEOFIR�DO PROOF SEC !ON I SHEATHING Loll, , PURLIN GABLE 0 �p� f q� pp TH"� TE � IOIMER TRU TION TRUSS.TOP CHORD DETAIL #4 ;..U. r 130, 0Ix; NEZ '� , . DETAIL`43 . ®WARNING -Vwffy deafgnpaianmfors and READ NOTES ON 7105 AND&Wt.UDEDAGTEN.REFEIIENCE PAGE NO -7473 mv.149=15 BEFORE USE. Design valW for use only with WrelM connectors. This design is based only upon pmamotms shmn, and is 9r an Individual bulding cmnponem; not - a truss system. Before use, the building ms+gn3 must verfiy the alppllraalgry of design pafartleters and properly Incorporate this design into the overall bull" design. On" indicated la to prevent budCmg of tndMdval trues web ardor dtora mendle duly. Addatanaf tmnporary, and ppeennanem bracing V always roqubed for stability and to prevent collapse with possible personal k" and properly damage. For general guidance regarding. the _ I ® z e labricallom storage, delivery, erection mse lon and bracing of trusses and truss oystoa, e • ANSM" Quality Criteria, DSB-89 and SCSI Building Coatpa"m _ 280 Ning Clele SafetyWo" lon available from.Truss Ptate Inglhae, 21S N: Lee Street. MM 31Z Ale.ardn14 VA 71314. - - COreM. CA. 92880. UGUST1,1201-6. LATERAL TOE -NAIL DETAIL MII-TOENAIL A CICO MiTek USA, Inc. Page 1 of I NOTES: 1. TO&NAJLSSHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER. AND STARTED i/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN; 2. THE END DISTANCE, EDGE DISTANCE: AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING F-1 THE WOOD. 3.;ALLOWABLEVALUE SHALL BE THEOF LESSER VALUE OF THE BOTTOM CHORD SPECIES Mitek.USA, Inc; -FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT'.' m= • y - - .-I A Wfsk AfMifift SIDE VIEW SIDE VIEW (2x4) 12j3 ) 3 NAILS .2 NAILS v( NEARSIDE NEAR SIDE -FAR . SID . E FAR E I z NEAR SIDE VIEW INS)) INS)) z SQ LLJ 4 NAILS > > NEAR SIDE 00 I FAR SIDE 0 NEAR SIDE cc LLJ Z :-i FAR SIDE VALUES; SHOWN ARE CAPACITY PER TOE -NAIL. - 'APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE 1 w (01162"X*15") NAILS WITH SPF SPECIES BOTTOM CHORD - For load"dursiton Increaseof 1.15. 3 (nails) X91:9 (b/nall) XAA5,(b6'L) = 317.0 6maximurn.Capacity 45 DEGREE ANG -LE. BEVEL CUT SIDE VIEW' (24) 2 NAILS NEAR SIDE • .00* NEAR SIDE 45.00* J, LJ3 SIDE VIEW SIDE VIEW U2 (2><8)(2M), :L12 SNAILS 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE. NEAR SIDE NEAR -SIDE NEAR SIDE VII ILI NEARSIDE' ,April 6,2017 WAMM -YwVYdm)r pwwt" WWREAD NOTES CW "IS AND XCL_UDEDMFTEK REFERENCE PA" AM?4721w. 13M Me GZFM USE. DeslprvM farun only wOh WaW conn me. Uds d*Wp Is based 0ft1yupon pwameWs esm, WW ts tar an k&vftal bLdamp cm,tow. ra rjgt".LBeton un, the buddhq ftsiWw mut- 0fd8339M.P2­1 &J" deavo erawq kft" ista Pwm" ba*ay. C.d=a=nw web anKft chwd memeen only. Add110rA1temporary and pwmArwdbr"q quw4-mq&rdkVft I Me - do. DS849 and SCSI 0WId" Componeffl 250 KNp Chdo f3atMy ldtomutbn BviltaiM }nm Tnnb !'isle InsOMe. 218 N. Lee Sireel. Suite 312. Alegndda. VA 22311. t Corona- CA 028M, t ' TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. SP OF HF ,SPF SPF -S .131 88.11 '80.6 69.9 68,41 Z, i ASS gis :,65.6' 741 im _!kQj_ 162, 11.8.3 108.3D, 93.9' .91.9 80,2 6" -71-2-8 8_4_j_ 6.8 6r653 57.0. o.1311 68. 1 60.6 69.9 68.4 59.7 148 �j *106 1 .6, 1- 97.6 .84.7 92.8 72.3 .120 73.9 _6257.4 _6 rgL7 50.1 1128 84j 76.9 66.7 65,3 57.0' A31 68.1 80.6 69.9 68A 59.7 6 148 106.6 97.6 84.7 82.8 72.3 NEARSIDE NEAR SIDE -FAR . SID . E FAR E I z NEAR SIDE VIEW INS)) INS)) z SQ LLJ 4 NAILS > > NEAR SIDE 00 I FAR SIDE 0 NEAR SIDE cc LLJ Z :-i FAR SIDE VALUES; SHOWN ARE CAPACITY PER TOE -NAIL. - 'APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE 1 w (01162"X*15") NAILS WITH SPF SPECIES BOTTOM CHORD - For load"dursiton Increaseof 1.15. 3 (nails) X91:9 (b/nall) XAA5,(b6'L) = 317.0 6maximurn.Capacity 45 DEGREE ANG -LE. BEVEL CUT SIDE VIEW' (24) 2 NAILS NEAR SIDE • .00* NEAR SIDE 45.00* J, LJ3 SIDE VIEW SIDE VIEW U2 (2><8)(2M), :L12 SNAILS 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE. NEAR SIDE NEAR -SIDE NEAR SIDE VII ILI NEARSIDE' ,April 6,2017 WAMM -YwVYdm)r pwwt" WWREAD NOTES CW "IS AND XCL_UDEDMFTEK REFERENCE PA" AM?4721w. 13M Me GZFM USE. DeslprvM farun only wOh WaW conn me. Uds d*Wp Is based 0ft1yupon pwameWs esm, WW ts tar an k&vftal bLdamp cm,tow. ra rjgt".LBeton un, the buddhq ftsiWw mut- 0fd8339M.P2­1 &J" deavo erawq kft" ista Pwm" ba*ay. C.d=a=nw web anKft chwd memeen only. Add110rA1temporary and pwmArwdbr"q quw4-mq&rdkVft I Me - do. DS849 and SCSI 0WId" Componeffl 250 KNp Chdo f3atMy ldtomutbn BviltaiM }nm Tnnb !'isle InsOMe. 218 N. Lee Sireel. Suite 312. Alegndda. VA 22311. t Corona- CA 028M, t AUGUST 1, 2016 I TRU (BEVELEDALLE M,SHORD�ET ETAIL I M11-VAL'LEY2 MITek USA. I= Page 1 of 1 . NOTE: VALLEY STUD SPACING.NOT 1 MiTek USA, Inc. GABLE END. COMMON TRUSS TOTAL TOP CHORD LOAD = 6S PSF (IwAx) TO EXCEED 48" O.Cs SPACING. . I s OR GIRDER TRUSS D.O.L. INC = 1.15 5 r� ASCE .7-98, ASCE 7-02, ASCE.,7-05 (MWFRS)110 MPH WIND psura�nusta ASCE 7-10"(MWFRS) 140 MPH WIND M • 1 � t ij N 1N� ii i, i� ' 11 I� I �t il_ N I' 1.1 - IMI 11 '1, I� 11 II 11 11 II 11 11 - li ,1 '1 11 1� M ✓ i i! �1 1� YI' - BASE TRUSSES VALLEY TRUSS TYPICAL (24" O.C.') L—LLjVALLEY ' TYPICAL UI—L 5 TRUSS TYPICAL GABLE END, COMMON t 24" O.C_ 1 '\ ' OR GIRDER TRUSS TRUSS This detail is applicable for trusses with chord and web sizes using I 2x3 and larger dimension lumber. ! IT s P 12 SEE DETAIL A, B, OR C BELOW (TYP.) s ` F , h 13 ^ 12 11 - 10 . BEVEL VALLEY BEVEL VALLEY TRUSSTRUSS BEVEL" VALLEY TRUSS TOE , NAIL VALLEY TO TOE NAIL VALLEY TO. I SECURE VALLEY TRUSS: BASE.TRUSS W1 BASE TRUSS W/ I W/:USP'RT7`OR: I (2 ) 16d TOE -NAILS (2 )16d TOE -NAILS EQUIVALENT' .. 1 1 DETAIL A ' DETAIL B (BASE TRUSSES SHEATHED) (NO SHEATHING). 1. INSTALL BASE TRUSSES. 2. DETAIL A; APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS'8 8 C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN.SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24-T OZ.), r 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: DETAIL C (NO SHEATHING) FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE