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HomeMy WebLinkAboutB15-1919 (5)�1 MiTek° Re: 1506-049 Fearon MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Fax 9161676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R45027355 thru R45027389 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. tNiu tiF`Fy�, �y y 76428 b * EXP. 12/31/2016 z_ s�qr C V %_ P�BUTTE COUNTY o BUILDING DIVISION July 28,2015 P V D Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this.component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. PERM/r PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODECO . NC DATE l6 �)/ By01/ FILE CDW Z Systems Plus Lumber Co. 1800 S. Barney Rd. Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com INSPECTION AGENCY Timber Products Inspection, Inc. 105 S.E. 124`h Avenue Vancouver, WA 98684 Tel: (360) 449-3138 Fax: (360) 449-3953 *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * PERMIT # WT D 0 T SERVICES REVIEWED FOR CODE COMPLIANCE DATE ICC ES Report ESR -131 I& ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS (2303.4/R802.10roof/R502.1 I floor) TRUSS ENGINEERING LAYOUT YES ❑■ NO ❑ Standard Truss Detail Title Detail # = Included Gable End 85 Wind B 1 Gable End 110 Wind B IA Gable End 110 Wind C 113 Hat Truss over 6/12 2 Hat Truss under 6/12 213 Web Bracing Details 3 Valley Fill Frames 4 ✓ Open Face Jacks 5 ✓ Toe nail 6 ✓ Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 Truss Data 10 11 ✓ Purlin Gable 12 BCSI at www.sbeindustry.com BCSI-Bl Summary Sheet at www.sbeindustry.com BY . Systel Ss Plus Job Number 1506-049 Date 07/30/2015 Revision(s)_ Customer Fearon Project Location Chico, CA PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET -AND NOTE BCSI-B1 SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES FILE COPY SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET, APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC5I & MII/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-BI SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING DRILLING NOTCHING ORS RIM�VIING ION OF ANY TRUSS MEMBER IS PERMlTT_ED- - MiTek° MiTek USA, Inc. 7777 creenbadc Lane, suite 109 Citrus Heights, CA 95610 Telephone 916-676-1900 Fax 916-676-1909 May 14, 2015 Systems Plus Lumber Co. 1800 S. Barney Rd. Anderson, CA 96007 Dear Customer, The connection of the top chord of the open end jacks from the California hip system to the flat top chord section of the hip truss with two 16d toenails can be regarded as effective lateral bracing for the flat section of the top chord of the hip truss. Nails may be installed from the end jack to the hip truss or from the hip truss to the end jack or a combination of the two. If you have any questions, please contact me at 1-800-772-5351. Sincerely, Marcos A. Hernandez, P.E. Senior Engineer Western Engineering Operations BUTTE COUNTY BUILDING DIVISION APrn®V t DETAIL FOR COMMON AND END JACKS MIUSAC - 8 -40PSF 11/25/2013 PAGE 1 ` ! BRMiTek Industries, Inc. TCLL 40.o Plates Increase 1.15 ACING TCDL 1a.o Lumber Increase. 1.15 I TOP CHORD Sheathed Western Division BOLL 0.0 IRep Stress lncr YES ! BOT CHORD Rigid ceiling directly applied. i SCOL .. 10.0 _ ......, MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 OF No. 1& BTR G BOT CHORD 2 X 4 OF No. 1 & BTR G LENGTH OF EXTENSIONAS DESIGN REQ' D 20' -0^ 1 SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE ! j W/ (.131'X3.0" MIN) NAILS ® 3" O.C. 2 ROWS NOTE: ��,—`'� TOP CHORD PITCH:. 3112-8/12 r BOTTOM CHORD PITCH: 0/124/12 l /j PITCH DIFFERENCE BETWEEN TOP AND �• BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. SUPPORT AND CONNECTION BY OTHERS OR 2-16d l (0.162"01A. X 3:5") LGT TOE NAILS SUPPORTS SHALL ® 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORC CONN. W/3 16d COMMON WIRE (0.162 -DIA. X 3.5' LGT) TOE NAILS 3x6 _ IrollINO CONN. W/2 16d COMMON WIRE (0:162"DIA X 3.5" LGT) TOE NAILS764,28 EXP. 12-31-14 ti -U -O 4-0-0 z -o -o I EXT. EY.•f. ' EXT. I 2-0-0 j 2_0_0 ��.... .. _..... _.... ...�. BOTTOM CHORD LENGTH MAY BE 2'-0" OR A BEARING BLOCK. EXT. 2-0-0 NOU 2 5 1013 CONN. W1316d COMMON WIRE (0.162"0IA. X 3.5' LGT).TOE NAILS IF BOTTOM CHORD IS 6'-0" LONG OR LESS LUMBER MAY BE 2X4 OF STUD/STD G CONN. W/2 16d COMMON WIRE(C.167'DIA. X 3.5") LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR PRESSUREBLOCKING INFO. IMON WIRE PROVIDED NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT, y BUTTE COUNTY BUIL®ING DIVISION APPR®SPD WARNUG • ye Y)f dwrgn pm+ ween and RE.1D NOTES ON THIS AND INCLUDED 617TE9 REFERRNCE PAGE JW 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M6ek Connectors. This design h based on u Suite 109 ApplleabBi of des n N pan parameters shown, and is for individual building Component. Citrus Heights. N Ig parodual we and proper In only. Additional of component r bracing t insure s building designer •not Truss designer. Bracing shown B N. CA, 9581 Is far lateral wppod of individual web members any. Additional lempprory bracing to insure stability during construction h the responsibillily of the erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance regarding labicofbn. Qualify control. storage. delivery, erection and bracing, consult ANSI/TPII quality Criteria. OSB -89 and BCSII Building Component ���® Safety Information ovallabte from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. M FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY2 (BEVELED BOTTOM CHORD) FV100 O O 00 0 0o GABLE END, COMMON TRUSS U In OR GIRDER TRUSS MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 NOTE: VALLEY STUD SPACING NOT TOTAL TOP CHORD LOAD = 65 PSF (MAX) TO EXCEED 48" O.C. SPACING D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 110 MPH WIND ASCE 7-10 (MWFRS) 140 MPH WIND This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P 12 13 12 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE NAILS DETAIL A I (BASE TRUSSES SHEATHED) 1. INSTALL BASE TRUSSES. SEE DETAIL" A, B4ORC BELOW (TYP.) IE BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ ( 2 ) 16d TOE NAILS DETAIL B (NO SHEATHING) 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X 3-1/2-) NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12 PITCH AND VALLEY TRUSSES BUILT WITH 2x4 LUMBER OR LARGER, BASE TRUSSES ARE NOT TO EXCEED AN 12/12 PITCH GABLE END, COMMON TRUSS OR GIRDER TRUSS 9 10 BEVEL VALLEY TRUSS < SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) BUTTE. COU BAJIDING DIVISION AP ---, -- ---„ -- ---„ -- „ -- —„ — =uv ;. BASI VALLEY TRUSS TYPICAL TYPICAL ( (24-O.C.) VALLEY TRUSS TYPICAL �L 5 ( 24- O.C. ) \ This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P 12 13 12 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE NAILS DETAIL A I (BASE TRUSSES SHEATHED) 1. INSTALL BASE TRUSSES. SEE DETAIL" A, B4ORC BELOW (TYP.) IE BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ ( 2 ) 16d TOE NAILS DETAIL B (NO SHEATHING) 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X 3-1/2-) NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12 PITCH AND VALLEY TRUSSES BUILT WITH 2x4 LUMBER OR LARGER, BASE TRUSSES ARE NOT TO EXCEED AN 12/12 PITCH GABLE END, COMMON TRUSS OR GIRDER TRUSS 9 10 BEVEL VALLEY TRUSS < SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) BUTTE. COU BAJIDING DIVISION AP MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE aaaa 0 00 0 00 a MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 Bay size shall be measured in between the centers of pairs of diagonals. MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY OUALIFIED PROFESSIONAL BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A A B C D A B C D C D 0 161 0 1886 886 2829 (0.131-)95-) FOR 1 X4 BRACES, 2-10d (0.131-x 31 FOR 2)3 and 2x4 BRACES, AND 3-10d (0.131'XL' FOR 24 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.1317251 NAILS FOR 1 M LATERAL BRACES sr,'. ,,'' 3143 3143 4715 B 12'-0" 1342 1572 1572 2358 4715 7074 C 2 X 4 q3, STD, CONST (SPF, DF, HF, OR SYP) DSB-69 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCS! 1 1 3 47 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING I BRACING OF METAL PLATE CONNECTED 14'-0" 1150 1347 2021 , 2 X 6113 OR BETTER (SPF, OF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE g, TABULATED VALUES ARE BASED ON A DOL .1.15 16'-0" 1006 1179 1179 1768 2358 2358 3536 T, 18'-0" 894 1048 1048 1572 :` `' 3143 4715 20'-0°805 943 943 1414 1886 2829 Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK -STABILIZER- TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REOUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER- Tal I.CC AQArJNr INMTAI 1 ATInN rmnF ANn PRnnl IrT APPr1F1r.AT1nN TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2.104 NAILS (SEE NOTE 4) BUTTE COUNTY BUILDING DIVISION APPROVED GENERALNOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY OUALIFIED PROFESSIONAL 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORGE A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 N2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131-)95-) FOR 1 X4 BRACES, 2-10d (0.131-x 31 FOR 2)3 and 2x4 BRACES, AND 3-10d (0.131'XL' FOR 24 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.1317251 NAILS FOR 1 M LATERAL BRACES 2.104 (0.131-M NAILS FOR 2)3 and 2x4 LATERAL BRACES, AND 3-10d (0.131'X!') FOR 2x6 LATERAL BRACES. B 2 X 3 p3, STD, CONST (SPF, DF, HF, OR SYP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 q3, STD, CONST (SPF, DF, HF, OR SYP) DSB-69 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCS! 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING I BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AFRICA and TRUSS PLATE INSTITUTE. www.sbdrldustry.com aro w .Ohsl.arg D 2 X 6113 OR BETTER (SPF, OF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE g, TABULATED VALUES ARE BASED ON A DOL .1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK -STABILIZER- TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REOUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER- Tal I.CC AQArJNr INMTAI 1 ATInN rmnF ANn PRnnl IrT APPr1F1r.AT1nN TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2.104 NAILS (SEE NOTE 4) BUTTE COUNTY BUILDING DIVISION APPROVED Job fuss Truss Typety1ply 5-2-0 4.4-13 5.0.3 5-0.3 5.0.4 Sb3 d -1Q13 Q li ft -2-2 5-2-0 Plate Offsets (X,Y)- [C:0.4-0,0-1-8), [J:0-5-0,0-2-81, [L:0.2-10.Edgel, [N:0-3-8,0-2-0) LOADING (psf) SPACING- 240-0 CSI. R45027355 J.Fea=Reference 1508.049 A01 Celitomla Girder 1 �f 2 (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 Walk Industries, Inc Tue Jul 28 06:11:14 2015 Page 1 I D: EaiYMmKifQ?agRMgAEo3GUzOQuv-ycnU52S8xu6b3ycwmPyHaGOBhUEbu8jOg6jeVOytbOB 3-0-0 5 2-0 0 1 37-2 5-03 5-03 5-0.3 5-03 5-0.3 547 1 5 2-0 3-0-0 4.00 12 8x8 = Ili, 4x8 = 2x4 11 0110 = 20 II axe = 2x4 II 4x6 = 2x4 II Seale =1:89.9 5x14= i l,b I"' 2x4 II 4x10 = 4x5 = 4x5 = AF AG Vv AH AI VAJ AK U ALAM T SAN AO K OAP AQ r AR UAS ATN AU AV 4x8 = 2x4 II 5x8 = 20 II 5x14 = 4x10 = 4x8 = 52-0 9613 147-1 19-741 24-7-7 29-7-11 34&8 34 14 4010-0 46-00 5-2-0 4.4-13 5.0.3 5-0.3 5.0.4 Sb3 d -1Q13 Q li ft -2-2 5-2-0 Plate Offsets (X,Y)- [C:0.4-0,0-1-8), [J:0-5-0,0-2-81, [L:0.2-10.Edgel, [N:0-3-8,0-2-0) LOADING (psf) SPACING- 240-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.21 S -U >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 SC 0.34 Vert(TL) -0.72 S -U >577 180 7777 Greenback Lane BCLL 0.0 ' Rep Stress Ina NO WB 0.79 Horz(TL) 0.07 0 n/a n/a BCDL 10.0 Code IBC20121TPI2007 (Matrix -M) Weight 547 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 640-0 oc puffins. BOT CHORD 2x6 OF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G *Except* E-V,E-S,H-S,H-P,J-P: 2x4 OF No.2 G REACTIONS. (lb/size) B=1799/0-5-8, L=109/0-5-8, 0=3219/0-3-8 Max Horz B=51 (LC 21) Max Uplift B=611(LC 19), L=585(LC 22), 0=289(1_C 28) Max Grav B=1799(LC 1), L=375(LC 44), 0=3219(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-4204/1257, GAD=5836/1267, D-AD=5836/1143, D -E=5836/871, E -F=5743/1128, F -G=5743/610, G -H=5743/836, H-1=520/582, I -J=564/678, J-AE=140/1301, K-AE=302/1314, K -L=71711454 BOT CHORD B-AF=1189/4009, AF-AG=1111/4009, W-AG=831/4009, W-AH=797/3995, AWAI=704/3995, V-AI=489/3995, V-AJ=1262/6512, AJ-AK=1211/6512, AK-AL=798/6512, U-AL=796/6512, U-AM=744/6512, T-AM=592/6512, S -T=807/6512, S-AN=817/3549, AWAO=770/3549, AO-AP=370/3549, R-AP=351/3549, Q -R=299/3549, Q-AQ=441/3549, P-AQ=691/3549, P-AR=4671!796, AR -AS= -4671/515, O -AS= -4671/412, O-AT=46711726, N -AT= -4671/1102, N-AU=1310/465, AU-AV=1310/465, L-AV=1351/749 WEBS C -V=532/1961, D -V=293/131, E -V=-864/465, E -U=0/305, E -S=881/560, FS=287/125, H -S=-647/2298, H -R=0/335, H -P=4008!773, J -P=-784/4600, J -O=-2817/364, J -N=777/3574, K -N=-731/234 j NOTES- (13) � ITTE 1) T prytruss to be conned togetherwithas chords connectedeas follows: 2x8 2lls rows staggered at 10-9-Ofoc. B U I LD I ;I 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. ®P 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) sectionrpVto 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; Vutt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opst,, h=25ft; Cal. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 611 Ib uplift at joint B, 585 lb uplift at joint L July 28.2015 t joint 0. ® WARNING. Verfly design parameters and READ NOTES ON TN/S AND rNCLUDED MfrEK REFERANCE PAGE MY -7473 rev. 02/18/2015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the bulkfing designer. For general guidance regarding MiT®k� fabrication. qually control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Works, DSB-89 and BCSI BuOding component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Suite 109 Jo ruse Truss Type ly Ply Fearon Appicobiity of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the 845027355 1508.048 A01 California Glider 1 2 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 Mrek Industries, Inc, Tue Jul 28 06:11:15 2015 Pe &a 2 I D:EaiYMmVJfQ7agRMgAEo3GUzOQ uv-RpLslvTnhBESh8B7K6T W7TwM RuZgdazXvmSC2gytbQA NOTES- (13) 10) This truss has been designed for a total drag load of 4750 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 46-0-0 for 103.3 pit. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 156 Ib down and 62 Ib up at 6-0-0, and 156 ib down and 62 Ib up at 40-0-0 on top chord, and 401b down and 31b up at 2-0-12, 227 Ib down and 71 Ib up at 4-0-12, 45 Ib down at 6.0-12, 50 Its down at 8-0-12, 46 Ib down at 10-0-12, 46 Its down at 12-0-12, 46 Ib down at 14-0-12, 46 Ib down at 16.0-12, 46 Its down at 18-0-12, 46 Its down at 20-0-12, 46 Ib down at 2240.12, 46 Its down at 23-11-4, 46 Ib down at 25-11-4, 46 Its down at 27-11-4, 46 Ib down at 29-11-4, 46 Its down at 31-11-4, 46 Ib down at 33.11-4, 45 Its down at 39-11-4, and 227 Its down and 71 Its up at 41-11-4, and 40 Its down and 3 Its up at 43-11-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert A -C=-60, C -K=60, K -M=-60, X-AA=20 Concentrated Loads (Ib) Vert T=26(F) P=26(F) Q=26(F) AD=100(F) AE=1000 AG=2270 AH=25(F) AI=35(F) AJ=26(F) AK=26(F) AL=26(F) AM=26(F) AN=26(F) A0=26(F) AP=26(F) AQ=26(F) AR=26(F) AS=26(F) AT=25(17) AU=227(F) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE Mll-7473 rev. OV1 &2015 BEFORE USE 6• Design valid for use only with Mr1ek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Appicobiity of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/rPil Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback lane Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 71314. Suite 109 Job Truss Truss Type aty ply Feeran Q -R >754 240 MT20 220/195 BC 0.95 Vert(TL) -1.89 Q -R >253 180 845027358 I 1506.049 A02 California 1 1 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312 Alexandria, VA 22314. Weight: 246 lb FT = 20% Suite 109 BRACING - Job Reference Donal SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MiTek Industries, Irm Tue Ad 28 06:11:17 2015 Page 1 ID:EalYMmKHQ1agRMgAEo3GUzOQuv-NBSdjbViDpUAxQLVRXV CuOfih6h5RegM4x161ytbQ8 1:03-0-0 7-2.0 a 1 7-15 7-11-0 7.110 !V 8x8 4.00 12 &a 5x14 = 2x4 II 4x10 = 5x14 = Scale = 1:89.9 V r S K u V Q N M 4x8 = 6x12 — 7x14 MISSHS = 4x12 = 20 11 3x4 11 48 = 3x4 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 DF Stud/Std G 'Except* E-T,E-Q,H-Q,H-N: 2x4 DF No.2 G REACTIONS. (lb(size) 8=1710/0.5.8, M=2330/0-5-8 Max Horz B=58(LC 4) Max UpliftB=377(LC 4), M=597(LC 5) Max Grav B=1751(LC 19), M=2330(LC 1) 2x4 II 7x14 M18SHS = 6x12 = CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TC 0.39 Vert(LL) -0.63 Q -R >754 240 MT20 220/195 BC 0.95 Vert(TL) -1.89 Q -R >253 180 M18SHS 220/195 WB 0.97 Horz(TL) 0.36 M n/a n/a permanent of overall structure responsibllty, of general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPil Quality Cdteda, DSB-89 and BCSI Building Component (Matrix -M) 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312 Alexandria, VA 22314. Weight: 246 lb FT = 20% Suite 109 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt E -T 2 Rows at 1/3 pts H -N MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=3719/567, C -D=3725/595, D -E=3667/597, E -F=6431/1076, F -G=-0431/1076, G -H=-6431/1076, H-1=-413/385, I -J=-422/387, J -K=769/1296 BOT CHORD B -U=484/3447, T -U=484/3447, S -T=963/6181, R -S=963/6181, Q -R=963/6181, P -Q=-074/4379, O -P=-674/4379, N-0=-674/4379, M -N=1167/679, K -M=1167!765 WEBS D -T=1/568, E -T=2624/463, E -R=0/307, E -Q=41/261, F-0=503/199, H -Q=418/2272, H -P=0/311, H -N=-4393!790, I -N=351/199, J -M=2257/489, J -N=308/1869, C -T=81/619 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; Cat 11; Exp C; enclosed; MWFRS (envelope) gable end zone; Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3$0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 377 Ib uplift at joint B and'597fluplift� C joint M. L)%J V r °"` 9) "SemFrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 1 1 wDING 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 0 V R APP July 28,2015 ®WARNING -"design parameters and READ NOTES ON THIS AND INCLUDED 89TEK REFERANCE PAGE MY -7473 rev. OVI U3018 BEFORE USE Design void for use only with MITek connectors. This design is based only upon parameters shown, and Is for an IndMdual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillly, of the erector. Additional bracing the Is the the building designer. For MiTek permanent of overall structure responsibllty, of general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPil Quality Cdteda, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312 Alexandria, VA 22314. Suite 109 Job ruse Truss Type Oty TCLL Fearan Plate Grip DOL 1.15 TC 0.23 11ply 10.0 � R45027357 1508-049 A03 California1 0.0 ' 1 ' WB 0.97 BCDL 10.0 Code IBC2012/TPI2007 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MiTek Industries, Inc Tue Jul 28 06:11:18 2015 Page 1 ID:EaIYMmKifQ9agRMPEo3GUzOQuv-r002soM 6dlYawi7F1D16YtO5VLqutzbkhse9ytbQ7 3-0-0 9.2-0 Q 11 8 I 13 10-0 8 15 O- 11 9-2-0 4.00 12 aC1e 4x10 = 2x4 II 4x8 = 4x10 = ea Scale = 1:89.9 S O 4x8 — 3x4 II 4x12 = 4x12 MiSSHS — 4x10 = 2x4 II 4x12 = 3x4 II 4x8 _ 2x4 11 4x12 M18SHS = 9.2-0 16 1-0 29-11-0 3610-0 39 9 4 48-0-0 LOADING (psf) SPACING- 2-0-0CSI. 220/195 TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 TCDL 10.0 Lumber DOL 1.15 BC 0.73 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.1&BU G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) B=1710/0-5-8, M=2330/0-5-8 Max Horz B=-06(LC 5) Max UpliftB=375(LC 4), M=591(LC 5) Max Grav B=1747(LC 19), M=2330(LC 1) DEFL. in (loc) Vdefl L/d Vert(LL) -0.39 Q -R >999 240 Vert(TL) -1.15 Q -R >415 180 Horz(TL) 0.28 M n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 250 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 348-2 oc purtins. BOT CHORD Rigid ceiling directly applied or 6-0A oc bracing. WEBS 1 Row at midpt E -T, H -N MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=3737/570, C -D=3605/598, D -E=3434/585, E -F=4954/843, F -G=4954/843, G -H=-4954/843, H-1=1040/192, I -J=1098/195, J -K=643/1314 BOT CHORD B -U=495/3467, T -U=-095/3467, S -T=748/4909, RS=748/4909, Q -R=748/4909, P-0=543/3661, O -P=543/3661, N-0=543/3661, M -N=1184/689, K -M=1184/689 WEBS D-7=62/816, E -T=1613/281, E -R=0/276, H -Q=264/1494, H -P=0/281, H -N=2935/519, J -M=2225/565, J -N=467/2198, F -Q=-431/172 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconalTent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 375 Ib uplift at joint B and 591 Ib uplift at joint M. 9) "Semi-rigid pftcllbreaks with fired heels" Member end fixity model was used in the analysis and design of this truss. �� 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. EU ��11�TE ®' DNI AP [ RO ��pFESS/ON i NI0 yF�Fti� 76428 n, b � �`EXP.1 31/2016 a � fir•,), ®��TFOF cp&\ July 28,2015 ® WARNING - VSAfy design parameters and READ NOTES ON THIS AND INCLUDED 119TEK REFERANCE PAGE MI1.7477 rev. 02180101 S BEFORE USE Design void for use only with MTek connectors. This design Is based only upon parameters shown. and b for on IndMduol building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stabiity during construction Is the responsbBity, of the MiTek erector. Additional permanent tracing of the overall structure Is the responsibility of the building designer. Far general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate institute. 781 N. Lee Street. Suite 312 Alexandria. VA 71314. Suite 109 Job Truss Truss Type Qty Ply Fearon TCDL 10.0 Lumber DOL 1.15 BC 0.60 BCLL 0.0 ' Rep Stress Ina YES 845027358 I 1506-049 A04 CaSfomla 1 1 TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.18Btr G Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 a Jun 23 2015 MiTek Industries, Inc. Tue Jul 28 06:11:20 2015 Pa e 1 I D:EatYMmKifQ7agRMgAEo3GUzOQ uv-nm8lMdXWVktkot44793hgXeDLVDrlg9G22%1z)1 ytbO5 27-2-6 3J)-0 61-12 5-0 4 0. 1 8 9 15 8412 6 9 15 C 11 5 5 13 5-0.3 4.00 12 _ 4x10 = M 2x4 II 4x6 = 6x8 Scale = 1:89.9 rc U P U n m L 4x8 _ 2x4 II 3x5 = 4x8 = 4x8 = 5x8 = 5x14 = 30 II 4x5 = 8-1-12 11-2-0 1&9 10 27-26 34 10-0 39 9 4 46-0 0 � 61_17w�f LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.24 TCDL 10.0 Lumber DOL 1.15 BC 0.60 BCLL 0.0 ' Rep Stress Ina YES WB 0.86 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G 'Except' C-Q,I-M: 2x4 DF No.2 G REACTIONS. (Ib/size) B=1710/0-5-8, L=2330/0-5-8 Max Horz B=76(LC 13) Max UpliftB=372(LC 4), L=584(1 -C 5) Max Grav B=1739(LC 19), L=2330(LC 1) DEFL. in (loc) Vdefi Ud PLATES GRIP Vert(LL) -0.27 N-0 >999 240 MT20 220/195 Vert(TL) -0.87 N-0 >549 180 Horz(TL) 0.22 L n/a n/a Weight 251 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt G -M MiTek recommends that Stabilizers and required cross bracing, be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=3766/573, C -D=3558/592, D -E=-41711723, E -F=4171/723, F -G=4171!723, G -H=1466/264, 1-1-1=1555/267, I -J=641/1286 BOT CHORD B -R=508/3500, Q -R=508/3500, P -Q=-485/3392, O -P=485/3392, N-0=508/3520, M -N=508/3520, L -M=1154/685, J -L=1154/685 WEBS D-0=0/306, D-0=145/947, E-0=503/212, G-0=133!780, G -N=0/330, G -M=2337/404, H -M=0/274, I -M=556/2563, I -L=2205/583 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 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 372 Ib uplift at joint B and 584 Ib uplift at joint L. 8) "Semi-rigid pitchbreaks with fired heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Pius Lumber Co. Bul Ir— BUILDING APPRO 0 ,??,pFESS/pN� i NIO v� 76428 rr, =vl.91V b 12131/2016 IV* July 28,2015 ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED BOTEK REFERANCE PAGE 111I/67477 rev. 02/1&2015 BEFORE USE. I Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibiility, of the erector. Additional bracing the is the the building designer. For WOW permanent of overall structure responsibility of general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSS -89 and SCSI Butiding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job rust I rust I ype Qty ply Fearon Appicoblily of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown 845027359 I 1508-049 AOS California 1 1 MiTek' fabrication, quaily control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS8.89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.830 a Jun 23 2015 MiTek Industries, Inc Tue Jul 28 06:11:212015 Page 1 ID:EaiYMmKifQ9agRMgAEo3GUzOQuv-FziBZzYXH19bP1fHgNawMkAL71Z11 K3PHivWFUytbQ4 2-1 6-1-12 73-0 1 5115 8 2-0 5 115 1 813 8-0 3 3-0-0 4.00 12 3x5 = 4x8 = 6x6 Seale = 1:85.3 R ka P v ry M L R 4x8 _ 2x4 11 8x14 _ 3x5 = 2x4 11, 8x18 — 3x4 11 4x5 = k 8 1-12 135-0 19-11-0 28 1-0 32-7-0 339-0 48 40 R.1 -t2 7�i.a fiA.A Plate Offsets (X,Y)— [I:0-0-14, Edge], [M:0-8-8,Edgel, [P:0-1-12,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.22 O >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.60 Vert(TL) -0.68 N-0 >698 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.69 Horz(TL) 0.20 K n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G 'Except TOP CHORD Structural wood sheathing directly applied'or 34-14 oc purlins. D -G: 2x4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No. t&Btr G WEBS 1 Row at midpt F -L WEBS 2x4 DF Stud/Std G 'Except* MiTek recommends that Stabilizers and required cross bracing C -0,H -L: 2x4 DF No.2 G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1599/0-5.8, K=2334/0.5.8 Max Harz B=98(1_C 13) Max UpliftB=296(LC 4), K=576(LC 5) Max Grav B=1614(LC 19), K=2334(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=3879/638, C -D=3166/546, D -E=2964/547, E -F=3390/815, F -G=1695/308, G -H=1806/309, 1-1-1=627/1213 BOT CHORD B -R=586/3620, O -R=586/3620, P -Q=-488/3390, O -P=-488/3390, N-0=411/2977, M -N=411/2977, L -M=-411/2977, K -L=1080/670, I -K=1080/670 WEBS G -Q=-696/222, D -Q=18/655, E -Q=-638/97, F-0=95/534, F -L=1573/284, G -L=0/372, H -L=-600/2782, H -K=2177/603 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=11Omph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.Opsf, h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OQRQE ESS/0� 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 1-0-0 wide will ft between the bottom chord and any other members. y� ��� P`\1� 1 NVQ 6) A plate rating reduction of 20% has been applied for the green lumber members. t� 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 296 Ib uplift at joint B and 576 Ib uplift at C-0 CD l joint K. w 76428 rrT 8) SemFrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. b M 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. TTP COU � r� EXP, 12131/2016 BUILDING DNlk�*� AP 9 6 OV �` q OFC 1 July 28,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M/1-7473 rev. 02/1 tV2015 BEFORE USE. MMOR. Design void for use only with Mitek connectors. This design is based only upon parameters shown, and is for an Individual building component. Appicoblily of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quaily control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS8.89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job fuss truss Type ty CSI. Fe ran (loc) Vdeff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.23 845027380 1508-049 A08 California t t BCLL 0.0 ' Rep Stress Ina YES WB 0.78 Horz(TL) 0.22 L n/a n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MiTek Industries, Inc, Tue Jul 28 06:1124 2015 Page 1 I D:EaiYMmKtfQ7agRMgAEo3GUzOQuv-gYNGB_aoayNAGVNrMV7d_NonP WZSEfGszgBAspythO7 6-1-12 47-10 4 7-10 1 7-05 T. 1 47-10 4$10 62-12 3J)-0 7x8 = 4.00 12 2x4 II 7x8 = Seale =1:84.4 I n L 4x10 = 4x8 = 5x8 WB = 4x10 = 3x8 = 4x8 = 4x10 = 3x8 = 5x8 WB = &1-12 155-0 23J?O 30-7-0 339 4 48-0-0 B.1_1�7-7-0 Plate Offsets (X,Y)' [A:0-0-0,0-0.41. [J:Edge,040-41. [L:0-3-8,0.2-01, [N:0-3-8,0.1-81, [12:0-3-8,0-1-8], [R:0-3-8.0.2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.23 P >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.69 Vert(TL) -0.84 P -R >566 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.78 Horz(TL) 0.22 L n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight 244 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. D -F: 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No. 1&Btr G WEBS 1 Row at midpt D-0, G -L WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x6 DF SS G be installed during truss erection, in a000rdance with Stabilizer Installation guide. REACTIONS. (lb/size) A=1734/0-5.8, L=2622/0-58 Max Horz A=112(LC 13) Max UpliftA=343(LC 4), L=701(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-4451/886, B -C=-4398/947, C -D=3637/836, D -Y=3421/810, E -Y=-3421/810, E -Z=3421/810, F -Z=3421/810, F -G=2508/588, G -H=570/1162, H-1=586/1091, 1-1=-667/1224 BOT CHORD A -R=824/4152, Q -R=778/3749, P -Q=-778/3749, P-AA=679/3456, O -AA= -079/3456, O -AB= -440/2413, N -AB= -440/2413, WN=274/1475, L -M=274/1475, J -L=10941710 WEBS C -P=362/210, D -P=24/494, E-0=529/225, F-0=271/1224, F -N=-027/283, G -N=274/1279, I -L=-450/210, C -R=112/517, G -L=3188/864 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuk=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf, BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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 343 Ib uplift at joint A and 701 Ib uplift at joint L. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 248 Ib down a�r I- blue a1t col16-0.0, and 248 Ib down and 166 Ib up at 30-0-0 on top chord. The design/selection of such connection device(s)-is-the responsi itity®I of others. A 1 l y ®� 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bark (B). 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1k�1— ri Q�pFESS/ONe P�pY N 10 h� RC2 'y ® 76428 m d b 31/2016 C� lvll - OF CAL' July 28,2015 ® WARNING - Ver* design pammeten and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII4473 rev. 02/1611015 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. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erecta. Additional bracing the Is the the building designer. For MiTek* permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSI Bul ding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Suite 109 Job rus8 Truss Type Qty Ply Feamn Appi'abiity of design parameters and proper Incorporation of component B responsibility of building designer- not truss designer. Bracing shown i R45027360 I 1509-049 A08 California 1 1 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, VA 22314. Suite log Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA LOAD CASE(S) Standard 1) Dead ♦ Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert A -D=-80, 0-F=60, F -K=80, S -V=20 Concentrated Loads (lb) Vert Y=248(F) Z=248(F) 7.830 s Jun 23 2015 Mitek Industries, Inc, Tue Jul 28 08:11:24 2015 Page 2 I D:EaiYMmKitQ?agRMgAEo3GL)zOQuv-gYNGB_aQayNAGVNrMV7d_NonP WZSEfGszgBAspytbQt BUTTE COUNTYBUILDING DIVISION AP®V® ® WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE AUI.7413 rev. OVI82015 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. Appi'abiity of design parameters and proper Incorporation of component B responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stablfity during construction Is the responsIbillity of the Additional bracing the B the the building designer. For M!T®k' erector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/rPit Qualtly Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, VA 22314. Suite log Job russ Truss Type CSI. Ply,IFearon 20.0 Plate Grip DOL 1.15 TC 0.27 JQty I 845027387 1508.049 A07 California 1 7 YES WB 0.60 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) JoD Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 a Jun 23 2015 MiTek Industries, Inc Tue Jul 28 06:1125 2015 Page 1 I D:EaiYMmKtfQ?agRMgAEo3GUzOQuv-SkxePKb2LGV1 ufy2vDfsXaL3ewxiz9T?CKtkOFytbOO 8.1-12 58.2 59-2 t SOS SOS t 57-10 t t-98 3-0-0 6xB \\ 4 00 2x4 II 6x8 // Scale =1:84.0 1 J Y r IY IYI L 4x8 = 2x4 II 3x5 = 4x8 4x8 = 3x8 3x5 = 4x10 = 3x4 II 4x5 = 3x5 = 6 1-12 11-7-14 175-0 23-0-0 34 28-7-0 2-10 39-0 4 48-0-0 fit -12 5.6-2 59-2 5717 57-0 57-10 5.6-10 x_2_72 Plate Offsets (X,Y)— 1J:G-0-10,Edge1. IM:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.27 TCDL 10.0 Lumber DOL 1.15 BC 0.56 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G 'Except' D -F: 2x4 DF No. 18BU G BOT CHORD 2x4 DF No.18BV G WEBS 2x4 DF Stud/Std G 'Except' I -M: 2x4 DF No.2 G REACTIONS. (lb/size) A=1567/0-58, L=2371/0-5-8 Max Horz A=122(LC 13) Max UpliftA=255(LC 4), L--571 (LC 5) DEFL. in (loc) Vdefl L/d Vert(LL) -0.17 S >999 240 Vert(TL) -0.54 Q -S >885 180 HOrz(TL) 0.17 L n/a n/a PLATES GRIP MT20 220/195 Weight 256 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=3935/653, B -C=3443/606, C -D=2836/532, D-AA=2551/491, E-AA=2551/491, E -F=2551/491, F -G=2121/368, G -H=1419/237, H-1=1515/218, h1=-641/1255 BOT CHORD A -T=-612/3670, S-7=612/3670, R -S=504/3240, Q -R=504/3240, O-AB=368/2658, P-AB=368/2658, O -P=205/1997, O-AC=205/1997, WAC=205/1997, M -N=118/1374, L -M=-1123/685, J -L=1123/685 WEBS D -Q=-44/520, E -P=368/156, F -P=178/842, F -N=321/154, I -L=2227/580, G -N=155!757, G -M=865/284, I -M=570/2674, B -S=467/140, C -S=0/364, GQ= -698/198 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=11Omph (3 -second gust) Vasd=87mph; TCDL=S.Opsf, BCDL=6.Opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will ft between the bottom chord and any other members, with BCDL = 10.0psf. 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 255 Ib uplift at joint A and 571 Ib uplift at joint L. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 Ib down and 8414 up �at ti 0 on top chord. The design/selection of such connection device(s) is the responsibility of others. B rvJ 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �� 4D N 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ^ LOAD CASE(S) Standard / P P �.Q 1) Dead + Root Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 1 ' July 28,2015 7 P ® WARNING - Verdy design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE WI -7473 rev. 02/1&2015 BEFORE USE. Design vaid for use only with Mitek connectors. This; design is based only upon parameters shown, and Is for an Individual building component. ��• Applicability of design parameters and proper Incorporation of component b responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additlonol temporary bracing to Insure stability during construction Is the responsibillity, of the MiT®k' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consull ANSI/TPII Quaffly Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 72314. Suite 109 Job Truss Truss Type Design valid for use only with Welt connectors. This design Is based only upon parameters shown, and Is for an Individual building component. P Fearon AppOcabilty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 10ty 845027381 1506-049 A07 Calftmia 1 1 Suite 109 Job Reference (optional) PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MITek Industries, Inc Tue Jul 28 06:11:26 2015 Page 2 I D:EafYMmKffQ9agRMgAEo3GUzOQuv-cwVOcgbgBaduMXETwA53otEOJH)dcj9Q_d MdiytbQ? LOAD CASE(S) Standard Uniform Loads (ptf) Vert A -D=60, D -F=-60, F -K=60, U -X=20 Concentrated Loads (Ib) Vert AA=78(F) BUTTE E COUNTY BUILDING DIVISION APPROVE® ® WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED 119TEK REFERANCE PAGE b014473 rev. 02118/2015 BEFORE USE r. Design valid for use only with Welt connectors. This design Is based only upon parameters shown, and Is for an Individual building component. AppOcabilty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibllliy, of the Additional bracing the is the the building ' MiT®k' erecta. permanent of overall structure responsibility of designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPiI Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312 Alexanddo, VA 71314. Suite 109 Job Truss Truss Type aty P FOS Plate Grip DOL 1.15 TC 0.25 TCDL 10.0 R45027362 1506-049 A08 Common 1 1 YES WB 0.98 BCDL 10.0 Code IBC2012/TPI2007 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MiTek Industries, Inc. Tue Jul 28 06:11:27 2015 Page 1 ID:EaIYMmIGfQ?agRMgAEo3GUzOQuv-473PgOdttl17y8Q1 ehKc?QQOJZBRz?IfeMgT7ytbQ_ 8.2-0 7.4-12 7412 7-0-12 7412 11-12 &2-12 3-0 0 Scale = 1:80.7 4.00 r12 4x6 = 7x8 � 4x5 EAB F G AC 3x5 = 4x6 = 3x5 = 3x8 = 3x6 = 4x6 = 4x5 = 4x5 = 11-10.14 23-0-0 341-2 39-9.4 46-0-0 11-10.14 11-1-2 11-1-2 5A2 f:2-12 Plate Offsets (X,Y)— 1A:0-5-2,0-0-01. IE:0- Q0-2-121, IF:0-3-O,Edge], rL:Q0-6,Edgel LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 TCDL 10.0 Lumber DOL 1.15 BC 0.81 BCLL 0.0 ' Rep Stress Ina YES WB 0.98 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.18BtrG WEBS 2x4 DF Stud/Std G 'Except* E -G: 2x6 DF SS G REACTIONS. (lb/size) A=1522/0-5-8, N=2333/0-5-8 Max Horz A=156(LC 13) Max UpliftA=231(LC 4), N=541 (LC 5) DEFL. in (loc) Udell Ud PLATES GRIP Vert(LL) -0.23 T -W >999 240 MT20 220/195 Vert(TL) -0.82 T -W >587 180 Horz(TL) 0.17 N n/a n/a Weight 264 Ib FT = 20e/a BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 Dc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=3699/617, B -C=3252/484, C -D=3144/499, D-AA=2152/373, E-AA=2068/392, G -AD= -1921/358, H-AD=2006/350, H-1=1342/207, IJ=1432/192, J -K=593/1214, K -L=-649/1287 BOT CHORD A -T=-000/3464, S -T=388/2647, S-AE=388/2647, AE-AF=388/2647, R-AF=388/2647, R -AG= -206/1960, Q-AG=206/1980, Q-AH=167/1767, AH-AI=167/1767, P -A1=167/1767, O -P=167/1767, N-0=-60/504, L -N=1154/695 WEBS B -T=552/259, D -T=24/691, D -R=913/244, H-0=840/290, J-0=222/1473, J -N=2251/498, K -N=336/127, E -G=1695/369, E -R=102(737, G -Q=56/367, E-0=343/119 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 231 Ib uplift at joint A and 541 Ib uplift at joint N. 7) "Semkrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 Ib down and 38 Ib up at 20-0-12 38 Ib down and 38 Ib up at 22-0-12, and 38 Ib down and 38 Ib up at 23-114, and 97 Ib down and 91 Ib up at 25-114 on trop" mord. 1 The design/selection of such connection device(s) is the responsibility of others. tp A, 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i3U ! LD I 1 V 10) WARNING. Englneenng Is void unless truss Is fabnceted by Systems Plus Lumber Co. �1 LOAD CASE(S) Standard Q�OFESS/pN� N10 h� �c2G1 Luv 76428 m tI� July 28,2015 TO if P ® WARNING - VerHy design parameters and READ NOTES ON THIS AND INCLUDED AVTEK REFERANCE PAGE NO -7473 rev. OL1152013 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. �. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the WOW erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/1`1`11 Quality Criteria, DSB-89 and BCSI Butik9ng Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss ypety Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. P Fearon '� Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown 845027382 1506049 AO8 Common 1 - 1 WOW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/FPII Quality Criteria, DS6-89 and SCSI Building Component l 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandraa, VA 22314. Job Reference (optional) Sr S r EMS PLUS LUMBER w, ANDERSON, CA 7.030 s Jun 23 2015 MiTCI Industries, Inc; Tue Jul 28 08:11:2112015 Page 2 ID:EaiYMmKifQlagRMgMo3GUzOQuv-YJdnl MdxeStdBhdbLCZ9Dzb07uQAQFRuISO_aytbPz LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptf) Vert A -F=-60, F -W-60, U --X=20 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE WI -7479 rev. 02/187015 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. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown h for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of, the building designer. For general guidance regarding • WOW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/FPII Quality Criteria, DS6-89 and SCSI Building Component l 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandraa, VA 22314. Suite 109 Job SPACING- Type Qty TCLL Fee n)n Plate Grip DOL 1TruSSTruss TC 0.25 TCDL 10.0 845027383 1506-049 A09 Common 1 1 YES WB 0.66 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MTek Industries, Inc. Tue Jul 28 08:11:29 2015 Page 1 I D:EaIYMmKifQ7agRMgAEo3GUzOQuv-0VB9FieZOV7TNGGp83johQVmvXEPvyRb7yrxWDVtbPy , &2Ji 157-0 23-0-0 30-0-12 37-9-0 .39-9-0 8.2-0 7412 7412 7-0 12 7 4 12 1-11-12 8 2-12 3-0-0 4.00 12 5x8 = Scale =1:80.7 3x5 = 4x8 = 3x8 = 3x6 = 4x6 = 4x5 = 45 = 11-10 14 23-0-0 3412 39 9 4 48-0-0 LOADING (psi) SPACING- 20 0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 TCDL 10.0 Lumber DOL 1.15 BC 0.83 BCLL 0.0 ' Rep Stress Ina YES WB 0.66 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.18BtrG WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) A=1524/0-5-8, L=2336/0-5-8 Max Hoa A=156(LC 9) Max UpliftA=209(LC 4), L=519(LC 5) DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.28 0-0 >999 240 MT20 220/195 Vert(TL) -0.83 M-0 >573 180 Horz(TL) 0.17 L n/a n/a Weight: 242 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purfins. BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 1 Row at midpt D-0, F-0 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=3703/550, B -C=3263/419, C -D=3133/434, D -E=1996/286, E -F=1997/298, F -G=1328/150, G -H=1441/135, H-1=585/1211, 1-J=-647/1290 BOT CHORD A -Q=523/3467, P -Q=320/2662, P -X=320/2662, X -Y=320/2662, 0-Y=320/2662, O -Z=106/1781, Z-AA=108/1781, N-AA=106/1781, M -N=106/1781, L -M=94/441, J -L=1157/692 WEBS 8-0=542/244, D -Q=9/699, D-0=1049/292, E-0=48/823, F -M=-837/290, H -M=207/1498, H -L=2246/457, I -L=352/132 NOTES- (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will Q?,OF ESS/0� fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. Q� �6 N'O y Fly 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 Ib uplift at joint A and 519 Ib uplift at /��Q'r C� G) joint L. ( 7) "Semi-rigid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.�L)TTE C w �t'`�76428 m 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. A, �� I N b b BUIL®IN 1 R 1 31/2016 APPRrs �q SOF CA1-k I$ July 28,2015 ® WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE NII -7473 rev. OL18r2013 BEFORE USE. Design voild for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. WE Applicabilly of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiT®k' fabrication, quoly control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuRding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Job ruse Truss Type Qry Ply Fearon 1.15 TCDL 10.0 Lumber DOL 1.15 845027364 I 1508.049 B01 Califomia Girder 1 2 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 a Jun 23 2015 MrTek Industries, Inc. Tue Jul 28 06:11:33 2015 Page 1 ID:EaiYMmKifQ7agRMgAEo3GUzOQuv-vGQ943h3SfYUn aNuoksGgT_BJro7B17_p9fnytbPu 3310 5-2-0 W1 4 1 7-0 15 3 9 5 395 35 5 3$10 4�1 43 1 5 2-0 3-0 0 4.00 12 5x10 \\ 4x5 = 20 I I 40 = 4x4 = 2x4 11 4x8 = 2x4 11 4x5 = Scale =1:83.5 5x10 114 4x5 = 4x5 = 2x4 11 AD AE `r T AF AG AH J At AJ AK R AL W P U 4x5 = 2x4 II 4x5 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Ina NO BCDL 10.0 Code IBC2012/TPI2007 LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std G 'Except' G -R: 2x6 DF No.2 G REACTIONS. (Ib/size) T=2432/45.8, P=1958/0-5-8 Max Horz T=52(LC 4) Max UpliftT=567(LC 4), P=535(1_C 5) Max Grav T=2488(LC 19), P=2015(LC 20) Sx12 = 4x10 = 8x12 = CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TC 0.11 Vert(LL) -0.13 R >999 240 MT20 220/195 BC 0.25 Vert(TL) -0.40 R -S >896 180 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibtlGty, of the WB 0.55 HOrz(Q 0.05 P n/a n/a (Matrix -M) fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Qualify Criteria, DSB-89 and BCSI Building Component Weight: 504 Ib FT = 20% Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. BRACING - Suite 109 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C= -W/1466, GAB= -833/1836, D -AB= -834/1826, D -E=3509/109, E -F=3464/91, F -AC= -4882/257, G-AC=4882/257, G -H=4882/257, H-1=-4882/257, I -J=3395/276, J -K=3424/294, K -L=765/1539, L -M=667/1361 BOT CHORD B-AD=1341/692, AD-AE=1341/688, U-AE=1341/688, T -U=1371/722, T-AF=0/1442, AF-AG=0/1442, AG-AH=0/1442, S-AH=0/1442, S-AI=166/4474, AI-AJ=166/4474, AJ-AK=166/4474, AK-AL=166/4474, R-AL=166/4474, 0-R=313/4403, P-0=131/1559, O -P=1229/698, M-0=1247!717 WEBS C -T=1196/596, L -P=802/488, G -R=262/142, F -S=1360/394, F -R=176!724, D -T=2708/369, D -S=269/2500, I -R=83/801, 1-0=1380/298, K-0=315/2284, K -P=2520/422 NOTES- (12) 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 49-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 49-0 oc. Webs connected as follows: 2x4 - 1 row at 49-0 oc, 2x6 - 2 rows staggered at 49.0 oc. 2) All loads are considered equally applied to all plies, except ii noted as front (F) or back (B) face in the LOAD CASE(S) section. Py to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced root live loads have been considered for this design. 4) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat II; Exp Q encoselk rMINF�RS� (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1�3�3 ptehgrlp DOL-1.33 5) Provide adequate drainage to prevent water ponding. �� ��®��('_ � , 6) This truss has been designed for a 10.0 psf bottom chord live load nonoonvirrent with any other live loads. G 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 38=0 fall by� � de=will fit between the bottom chord and any other members, i�U 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 567 Ib uplift at joint T and 535 Ib uplift at joint P. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. YN10 yF`Fti�, 7 � � 764281 � �EXP.12131/2016�? OF July 28,2015 ARP ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 111167473 rev. 02N6r2015 BEFORE USE. Design va0d for use onlywith Wait connectors. This design is based only upon parameters shown, and b di for an invidual building component. mail, Applcabilty, of design parameters and proper incorporation of component b responsibility of building designer- not truss designer. Bracing shown WYMN Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibtlGty, of the erector. Additional permanent bracing of the overall structure is the responsibitty, of the building designer. For general guidance regarding M!T®k' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Qualify Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Job ru Truss ypety Design void for use only with Mirek connectors. This design is based only upon parameters shown, and Is for on Individual building component. P Fee Applicability of design parameters and proper Incorporation of component is responsibilily of building designer- not truss designer. Bracing shown R454027364 845027384 150&046 Bot California Girder 1 .. 2 Job Reference optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 a Jun 23 2015 Mrrek Industries, Inc Tue Jul 28 06:11:33 2015 Page 2 ID:EaIYMmK fQ1agRMgAEo3GUzOQuv-vGQg43h3S)VudZaNuoksGgT_81Jro7B17_p9fnytbPu NOTES- (12) 11) Hangers) or other connection device(s) shall be provided sufficient to support concentrated loads) 105 Ib down and 82 Ib up at 6-0-0, and 107 Ib down and 112 Ib up at 20-9-4 on top chord, and 58 Ib down and 3 Ib up at 240-12, 227 Ib down and 71 Ib up at 4-0-12, 50 Ib down at 8-0.12, 46 Ib down at 10-0.12, 46 Ib down at 12-0-12, 46 Ib down at 1440.12, 46 Ib down at 16-0-12,46 Ib down at 18-0.12, and 46 Ib down at 20-0-12, and 46 Ib down at 20.9.4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) WARNING: Engineering is void unless truss Is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert A -C=-60, C -L=-60, L -NCO, V -Y=20 Concentrated Loads (lb) Vert S=26(F) AB=100(F) AC=94 AE=227(F) AF= 35(F) AG=26(F) AH=26(F) AI=26(F) AJ=26(F) AK=26(F) AL=26(F) 13UTTE C®vN BujL c)ING DIVISION IS®N AppF(OVED ® WARNING - Verily design parameters and READ NOTES ON ruts AND INCLUDED WTEK REFERANCE PAGE 011114473 rev. 02/1&2018 BEFORE USE Design void for use only with Mirek connectors. This design is based only upon parameters shown, and Is for on Individual building component. HT Applicability of design parameters and proper Incorporation of component is responsibilily of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MITek- fabdcation, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Cdteda, D58-89 and &CSI Building Component 7777 Gtereenbaok Lane Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312 Alexandria, VA 21314. Suite 1 Job suss Truss Type ____7 PLATES GRIP Ply Fearon Q >999 240 MT20 220/195 BC 0.50 Vert(TL) -0.59 Q -R >611 180 845077365 1506-049 am California i 1 Suite 109 Weight: 228 Ib FT = 20% BRACING - Job Reference o Uonal SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MTek Industries, Inc. Tue Jul 28 06:11:35 2015 Page 1 ID:EalYMmlafQ4agRMgAEo3GUzOQuv-dYQNnIK Lmc5BjzVJgCxhlnRyM7JcCTVtlFkgytbPa 3-0-0 71.0 0-9- 1 6.25 14.0-0 B z5 11 7-2-0 3-0-0 4.o0 12 5x6 6x8 \\ 2x4 II 2x4 II 4x8 = 4x8 = '-w 5x8 Seale = 1:83.5 I a n V P V N M 4x5 —_ 5x6 = 5x14 = 2t4 II 4x10 = 5x8 = 4x5 — 3x4 11 3x10 MT20HS = 3x4 11 LOADING (pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code IBC2012ITP12007 LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.18BtrG WEBS 2x4 DF Stud/Std G 'Except* D-R,F-R,I-O,F-0: 2x4 DF No.2 G REACTIONS. (lb/size) T=1873/0-5-8, M=1873/0-5-8 Max Horz T=56(LC 4) Max UpliftT=544(LC 4), M=544(1_105) Max Grav T=1927(LC 19), M=1927(LC 20) CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TC 0.25 Vert(LL) -0.20 Q >999 240 MT20 220/195 BC 0.50 Vert(TL) -0.59 Q -R >611 180 MT20HS 165/146 WB 0.84 Horz(TL) 0.07 M n/a n/a Safety Information ovallable from Truss Plate Institute. 781 N. Lee Street Suite 312, Alexandria. VA 22314. (Matrix -M) Suite 109 Weight: 228 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except 10-" oc bracing: O-R,O-Q. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-633/1266, C -D=472/624, D -E=2435/323, E -F=2435/323, F -G=2435/323, G -H=2435/323, H-1=2435/323, I -J=471/624, J -K=-633/1266 BOT CHORD B -T=1135/679, S -T=1135/623, R -S=570/531, Q -R=265/3076, P-0=265/3076, O -P=265/3076, N-0=570/585, M -N=1135/678, K -M=1135/678 WEBS D -S=1060/280, D -R=570/2801, E -R=-436/185, F -R=1016/269, H-0=436/185, 1-0=569/2801, I -N=1060/280, C -T=1817/452, C -S=175/1231, J -M=1817/453, J -N=176/1231, F-0=0/274, F-0=1016/270 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuk=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCOL=6.Opsf, h=25ft; Cat II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. Q�Q�ESS/Q� 4) All plates are MT20 plates unless otherwise indicated. �Q ao N10 y.q� 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. n % 6) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3 6 0° ?tally l-0-0 w_ ice wnl' U IL�� �' ie fit between the bottom chord and any other members. ',b 7) A plate rating reduction of 20% has been applied for the green lumber members.�_IC ING D'� �' r� 76428 M 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 544 Ib uplift at joi Mild 544 Ib uplift at/ 111 joint M. ! HXP. 12/31/2016 9) "Semirigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this AP 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. /I� "VI / July 28,2015 ® WARNING - Veft design peremetent end READ NOTES ON THIS AND INCLUDED 110TEK REFERANCE PAGE N11-747.1 rev. OVIVM5 BEFORE USE Design valid for use only with MiTek connectors. This design h based only upon parameters shown, and b for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown B for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional bracing the Is the the building designer. For Welk' permanent of overall structure responsibility of general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information ovallable from Truss Plate Institute. 781 N. Lee Street Suite 312, Alexandria. VA 22314. Suite 109 Job ruse Truss Type 5-7-7 BA -9 6-4-9 57-7 7_11-0 8-2-17 Plate Offsets (X,Y)— [B:D-0-6,Edge], [K:D-0-6,Edpe], [N:D-3-8,0-2-0], [0:0-3-7,0-1-8], (S:0-3.7,0.1-8], [T:0-3-8,0-2-0] JQtyIFearon SPACING- 2-0-0 845027399 1509.049 B03 California 1 1 TC 0.23 Vert(LL) -0.11 Q >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.830 s Jun 23 2015 MTek Industries, Inc Tue Jul 28 06:11:37 2015 Pagel I D:EaiYMmKifQ?agRMgAEo3GUzOQuv-n2gBWRkaWyOKKVtLcksgO6r7914FnY4myBnMoYytbPq 3 0-0 8 2-12 2-11-0 1 49 12 8 4-9 8 4 9 4 9 12 1 2-t t-0 8 2-12 3-0-0 4.00 12 5x10 \\ 20 11 08 = 4x8 = 2x4 II 5x10 // Scale = 1:83.5 U r S n W r Q n m 4x5 = 3x4 II 4x8 = 3x10 — 2x4 II 4x12 = 08 = 3x4 II 4x5 _ 4x12 = 300 = 8-2-12 9.2-0 149-7 21-2-0 278.9 33-2-0 381-0 42-0-0 f:2-12 2_t t.d 5-7-7 BA -9 6-4-9 57-7 7_11-0 8-2-17 Plate Offsets (X,Y)— [B:D-0-6,Edge], [K:D-0-6,Edpe], [N:D-3-8,0-2-0], [0:0-3-7,0-1-8], (S:0-3.7,0.1-8], [T:0-3-8,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.11 Q >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.38 Vert(TL) -0.34 C-R >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.75 Horz(TL) 0.06 M n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 233 Its FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 20 DF No.1&BV G BOT CHORD Rigid ceiling directly applied or 64)-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) U=1873/0-58, M=1873/0-58 Max Horz U=64(LC 4) Max UpliftU=542(LC 4), M=542(1_C 5) Max Grav U=1922(LC 19), M=1922(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-642/1287, C -D=-635/90, D -E=1938/263, E -F=1938/263, F -G=1938/263, G -H=1938/263, 1-1-1=1938/263, I -J=-635/89, J -K=-642/1287 BOT CHORD B -U=1156/687, T -U=1156/624, S -T=0/634, R -S=0/634, Q -R=182/2367, P -Q=182/2367, O -P=5/634, N-0=5/634, M-N=l 156/687, K -M=1156/687 WEBS C -U=1802/522, C -T=387/1673, D -T=915/293, D -R=349/1691, E -R=385/161, F -R= 699/187, F-0=0/254, F -P--699/189, H -P=385/161, I -P=348/1691, 1-N=915/293, J -N=387/1673, J -M=18021522 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf-, BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q?,QF ESS/0, 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will"0 5 N'O L, fit between the bottom chord and any other members. Q- '7 y 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 542 Ib uplift at joint U and 542 Ib uplift at GJ joint M.6�TT� ti0` 76428 rr1 8) Semiwrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. �LU" m 9) WARNING: Engineering is void unless truss Is fabricated by Systems Plus Lumber Co. BUILDING ��' �I P 1N 2J31/2016 b � ® ■//C � _P P R \ �. .. Y. _.✓moi v �q CIV11. OFC July 28,2015 ® WARNING - Verily design perameten and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M 1.7473 rev. OV1612015 BEFORE USE Design vatd for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. AppScabifly of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of IndWuol web members only. Additional temporary bracing to Insure stability during construction is the responsibllGty, of the M!T®k' erecta. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 10brlcatlon, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane lately Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Suite 109 Job fuss Truss Type Plate Offsets (X,Y)— fB:0.0-10,Edge], fl:0-0-10, Edge], fL:0-2-4,0-2-01 f0:0-38,0-2-01 Ply Fearon LOADING (psf) SPACING- 240-0 CSI. DEFL. in JQty I 845027387 I 1506 -049 804 California . 1 1 BC 0.35 Vert(TL) -0.32 M -O >999 180 7777 Greenback Lane BCLL 0.0 ' Rep Stress Ina YES WB 0.88 Jab Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 a Jun 23 2015 MTrek Industries, Inc. Tue Jul 28 06:11:38 2015 Page 1 I D: EaiYMmKdQ?agRMgAEo3GUzOQ uv-FEEZ7nlCHG88yeSYAS NvYKNG19Q7WzEwBrXwL?ytbPp 19�3-0-0 583 5.813 1 5 7-0 7-2-2 5.7-0 1 5813 583 3-0-0 5x8 %% 4.00 12 2x4 11 3x8 = 5x8 Scale =1:82.1 n P v 4x5 = 3x4 II 4x8 = 3x10 = 010 = 3x10 = 2x4 II 4x10 = 3x4 II 4x5 = S 2-12 115-0 17815 r.2-12 5-2.4 B-1-15 24 91 7-2-2 30.11-0 3814 424-0 (1.1-15 5-27, Plate Offsets (X,Y)— fB:0.0-10,Edge], fl:0-0-10, Edge], fL:0-2-4,0-2-01 f0:0-38,0-2-01 LOADING (psf) SPACING- 240-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.09 M -O >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.32 M -O >999 180 7777 Greenback Lane BCLL 0.0 ' Rep Stress Ina YES WB 0.88 Horz(TL) 0.04 K n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 218 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins. D -G: 20 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No. I&Btr G WEBS 1 Row at midpt F -L WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) R=1873/0-5-8, K=1873/0-5-8 Max Horz R=78(1_C 13) Max UpliftR=537(LC 4), K=537(LC 5) Max Grav R=1910(LC 19), K=1909(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-640/1261, C -D=960/126, D -E=1772/237, E -F=1772/237, F -G=867/130, G -H=927/126, H-1=639/1265 BOT CHORD B -R=1129/683, O -R=1129/609, P -Q=0/923, O -P=0/923, N-0=129/1779, M -N=129/1779, L -M=129/1779, K -L=1134/683, I -K=-1134/683 WEBS C -R=1774/543, C-0=-49211994, D-0=-061/264, D-0=246/1136, E-0=-423/178, F -M=0/276, F -L=1203/254, H -L=-496/1957, H -K=1772/542 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �OQ?,OFESS/��� 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will �P`Q� N �� '7� fit between the bottom chord and any other members. Q- 6) A plate rating reduction of 20% has been applied for the green lumber members. /� G) 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 537 Ib uplift at joint R and 537 Ib uplift at S_ joint K. 76428 m 8) Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BU-TTF. Co A Xp.112/31/2016 b BUILDING ®E�*,ddb/ y PPR�����rFo July 28,2015 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED IIOTEK REFERANCE PAGE NII -7473 rev. OL18r2015 BEFORE USE Design void for use only with MITek connectors. This design is based only upon parameters shown, and Is for on indlvidual building component. �• Appicablity of design parameters and proper Incorporation of component is responsibility of bulkding designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiT®k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qua6ly control, storage, delivery, erection and bracing, consult ANSI/TPII Quality criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job ruse Truss Type LOADING (psf) SPACING- 2-0-0 Ply Fearon (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 10ty I 845027368 1508-049 B05 California 1 / M!T®k' BCLL 0.0 ' Rep Stress Ina YES WB 0.93 Horz(TL) 0.01 J n/a n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 a Jun 23 2015 Mrrek Industries, Inc Tue Jul 28 08:11:40 2015 Pagel ID:EaiYMmI0fQ9agRMgAEo3GUzOQuv-CdUYSmSptOVBycwltONefracz6d sTCe900PlytbPn 21-2-0 i 01 3-0-0 8-03 8 813 1 7-2-5 7-25 1 8.8-13 8-0 3 3-0 0 2x4 11 4.00 12 5x8 // Seale =1:82.1 -N m L 4x5 — 2x4 II 3x10 — 3X8 — 4x10 = 2x4 II 05 — 010 = 3x10 = 8-2-12 135-0 21-2-0 28-11-0 i 38.14 42 4 0 fi-2-177--8Q-n 7-811 7_? -d R_ _t Plate Offsets (X,Y)- [B:0�10,Edgel, [H:0-0-1 0. Edge], [K O-3-8,0-2-0]. [0:0-3,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.07 M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.34 Vert(TL) -0.28 K -M >999 180 M!T®k' BCLL 0.0 ' Rep Stress Ina YES WB 0.93 Horz(TL) 0.01 J n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix -M) Weight 219 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G 'Except TOP CHORD Structural wood sheathing directly applied or 4-8-10 oc purlins. D -F: 2x4 DF No. I&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF N0.18Btr G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud/Std G be installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS. (Ib/size) P=1873/0-5-8, J=1873/0-5-8 Max Horz P=85(LC 8) Max UpliftP=531(LC 4), J=531(LC 5) Max Gray P=1891(LC 19), J=1891 (LC 20) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-027/1208, C -D=1073/130, D -E=1569/206, E -F=1569/206, F -G=1073/129, G -H=-026/1208 BOT CHORD B -P=1074/670, O -P=1074/590, N-0=0/1018, M -N=0/1016, L -M=15/1016, K -L=15/1016, J -K=1074/669, H -J=1074/669 WEBS C -P=1739/556, C-0=526/2100, D-0=-456/250, D -M=178!709, E -M=517/217, F -M=178!709, F -K=-456/249, G -K=525/2100, GJ=1739/556 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will ESS/10� fit between the bottom chord and any other members. 6) A rating reduction of 20% has been applied for the lumber members. OQ?,DE N IQ Fly plate green 7) Provide ��� �O y mechanical connection (by others) of truss to bearing plate capable of withstanding 531 Ib uplift at joint P and 531 Ib uplift all al` joint J. TTE ®�r P� fO�iJ "Semirigid 8) pitchbreaks with foxed heels" Member end fixity model was used in the analysis and design of this 9) WARNING: Engineering Co.U'■ tri kj 1 C9} 6428 t ��, is void unless truss is fabricated by Systems Plus Lumber ®'A►(.�, D� b M B L i�1a��� f * ._` 'XP. 11 3112015 AVJP Lr�gr j i FOF CA1.� July 28,2015 ® WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE AV14477 rev. OL1 &2015 BEFORE USE Design valid for use only with MiTek connectors. This design is based ony upon parameters shown, and B for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent tracing of the overall structure Is the responsibility of the building designer. For general guidance regarding M!T®k' fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSS -89 and SCSI Building Componerd 7777 Greenback Lane Safety Information ovalk3ble from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job russ Truss Type Qty DEFL. Feafen (loc) Udeff Ud TCLL 20.0 Plate Grip DOL 845027369 1506-048 BOB California - 1 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.40 Vert(TL) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 Mr rek Industries, Inc Tue Jul 28 06:11:412015 Page t I D: EaiYMmKffQ7agRMgAEo3GUzOQuv-gpvhmon4aBWmp6B7raxcAy9pu MQziOPM tplaxJytbPm 12 3-0-0 62-12 41-15 5 OS 1 W-:5 S2S 1 SOS 41-15 B 2-12 3-0-0 4.00 12 5x8 \\ 2x4 II 5x8 // Scale =1:83.5 4x5 = 3x6 = 3x10 = 3xB = 3x5 = 3x8 = 4x5 = 3x5 = 3x10 = 62-12 1350 21-2-0 26.11-0 361-4 424-0 sats LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeff Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.12 R -T >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.37 R -T >982 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.47 Horz(TL) 0.04 N n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G 'Excepr F -H: 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &BtrG WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) T=1873/0-5-8, N=1873/0-5.8 Max Horz T=96(LC 12) Max UpliftT=523(LC 4), N=-523(LC 5) PLATES GRIP MT20 220/195 Weight: 233 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5.9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt E -T,1 -N MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-069/1241, C -D=589/1121, D -E=575/1194, E -F=1079/123, F -G=1258/173, G -H=1258/173, H-1=1079/123, I -J=575/1194, J -K=589/1121, K -L=-669/1241 BOT CHORD B -T=1112/711, S -T=0/515, R -S=0/515, R-AA=0/1006, O-AA=0/1006, O-AB=0/1006, P-AB=0/1006, O -P=0/515, N-0=0/515, L -N=1112(711 WEBS C -T=-403/194, E -T=1997/586, E -R=139/717, F -R=255/187, F -Q=112/348, G-01=376/158, H -Q=112/348, H -P=255/187, I -P=1381717, I -N=1997/587, K -N=-403/194 NOTES- (9) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=1IOmph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q?,OF ESS/0 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 1-0-0 wide will 0 fit between the bottom chord and any other members, with BCDL = I O.Opsf. N,O �Q� P`j0 y� i-2 6) A plate rating reduction of 20% has been applied for the green lumber members. �f !~l( C 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 523 lb uplift at joint nd•523'i6 u� at Ui OGJ joint N. �� !'76428 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this -truss. (� D' V h cry Z M 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. v+ d �i EXP. 1213112016 APR �rFOF July 28,2015 ® WARNING - verily design perametem and READ NOTES ON THIS AND INCLUDED hOTEK REFERANCE PAGE M11-7473 rev. OVIN2015 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. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MOW fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quaft Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job ruse Truss Type oty PLATES GRIP Feason TC 0.25 Vert(LL) -0.06 T -U >999 240 MT20 220/195 IPty 845027370 1506.049 807 Common 1 1 Horz(TL) 0.04 P n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 a Jun 23 2015 MiTek industries, Inc Tue Jul 28 08:11:43 2015 Paaggee 1 ID:EaiYMmKifQ7agRMgAEo3GUzOQuvcC I SBUpL5omU2QKVz7z4FN49MA8gBJflL7EgkytbPk 8-2-12 11.2-2-0 28-1-12 31-1� 38-14 42-4-0 , 45-0-0 I 3-0-0 82-12 411-12 411-12 411-12. 4-11-12 411-12 411-12 82-12 300 Scale =1:79.4 4.00 12 4X8 = 7x8 % 4x5 G AC AD I 4x5 = 3x8 = 5x6 = 3x4 = 3x8 = 5x6 = 3x6 = 4x5 = 8.2-12 14.40 21-2-0 284-0 36-14 424-0 > Ii LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.06 T -U >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.32 Vert(TL) -0.20 T -U >999 180 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(TL) 0.04 P n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) 7777 Greenback Lane Weight 264 Ib FT = 20% LUMBER- Suite 109 BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except WEBS 2x4 DF Stud/Std G *Except* 6-0-0 oc bracing: U-X,P-AA. G -I: 2x6 DF SS G WEBS 1 Row at midpt L -P, D -U MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) P=1872/0-5-8, U=1871/0.5-8 Max Horz U=130(LC 27) Max UpliftP=515(LC 5), U=505(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B-0=-658/1240, C -D=577/1199, D -E=936/124, E -F=902/134, F-AB=1009/183, G-AB=971/188, I-AE=973/193, J-AE=1012/184, J -K=898/139, K -L=938/130, L -M=577/1198, M -N=-657/1239 BOT CHORD B -U=1109/701, T -U=-09/631, T-AF=59/951, AF-AG=59/951, S-AG=59/951, S-AH=25/915, R-AH=25/915, R-AI=10/953, AI-AJ=10/953, Q-AJ=10/953, P-0=1/648, N -P=1108!701 WEBS J -Q=280/164, L-0=72/485, L -P=2101/573, M -P=435/202, F -T=280/160, D -T=-67/485, D -U=2099/557, C -U=-435/202, G-1=724/136 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Q?,oFESS/O wl 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will ,� N'O �Q� a� fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5 A late rating reduction of 20% has been applied for the green lumber members. GJ P 9 PP g "'©� 76428 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 515 Ib uplift at joint Pend 505JYb trplift'at� �� � � T�1'1 joint U. R 1 U b M 7) SemFrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.^ " 213i���� 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 Ib doh and 3816 up atA18 0 12,99 ' 38 Ib down and 38 Ib up at 20-0-12, and 38 Ib down and 38 Ib up at 20-9-4, and 58 Ib down and 56 Ib up atc24�4Oyon top chor . Th., ea*�' , design/selection of such connection device(s) is the responsibility of others. /� nL`,/p,�`� , 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). AP PK WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OFC LOAD CASE(S) Standard July 28,2015 o� ® WARNING - Vertu' design parameters end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE NII.7473 rev. 02116/2015 BEFORE USE Design void for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. ��• Appicobiity, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. for general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312 Alexandria, VA 22314. Suite 109 Job Truss Truss Type Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Fee ron �, Applicability of design parameters and proper incorporation of component Is responsibilly of building designer- not truss designer. Bracing shown 10ty jPty 845027370 1508-049 B07 Common -. 1 1 fabrication. quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lorre Safety Information available from Truss Plate Institute, 781 N. lee Street. Suite 312 Alexandria, VA 22314. Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert A -H=-60, H-0=-60, V -Y=20 7.830 a Jun 23 2015 MiTek Industries, Inc, Tue Jul 28 08:11:44 2015 Page 2 i D: EeiYM mKM?agRMgAEo3GUz00uv-40bgOgpzsBu KgZvhXiUJobdKSaUvwmvoZn_EYeytbPj ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 110TEK REFERANCE PAGE 11111.747.1 rev. OVI &7013 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. �, Applicability of design parameters and proper incorporation of component Is responsibilly of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure Is the responslbMly of the building designer. For general guidance regarding fabrication. quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lorre Safety Information available from Truss Plate Institute, 781 N. lee Street. Suite 312 Alexandria, VA 22314. Suite 109 Job russJruns ype Qty P Fearon WEBS 2x4 DF Stud/Std G WEBS LOADING (psf) SPACING- 2-0-0 MiTek recommends that Stabilizers and required cross bracing CSI. 845027371 1508-049 BOB Comrtgn 1 1 TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.06 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MiTek Industries, Inc. Tue Jul 28 06:11:45 2015 Page 1 I D:EaiYMmKtfQ7aq RMgAEo3GlJzOQuv-Ya9CbAgbdPOBljUu4QOYLoAVrjAf D9yoRjn55ytbPi I 3A1) r 8.2-12 11-213 18-2-0 21-2-0 28-1-12 31-1.8 36-1-0 42-40 45.40 3-0-0 62-12 411-12 411-12 4-11-12 411-12 411-12 411-12 tit -12 3-0-0 4.00 /2 5x8 = Scale = 1:79.4 4x5 = 3x8 = 6x8 = 3x8 = 678 = 3x6 = 4x5 = 62-12 14-0-0 21-2-0 28 4-0 38 1-0 423-0 rz�_» zn.w 7 ass =- v e w tI$ Plate Offsets (X,Y)— [B:0-0-10, Edge], [1-:0-0-10, Edge], rO:0-3-O,Edne],10:0-3-O,Edoe] Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS LOADING (psf) SPACING- 2-0-0 MiTek recommends that Stabilizers and required cross bracing CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.06 P -Q >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 ®' L i BC 0.32 Vert(TL) -0.18 P-0 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.55 Horz(TL) 0.04 N n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight 243 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt J -N, D -R MiTek recommends that Stabilizers and required cross bracing fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. be installed during truss erection, in accordance with Stabilizer 7777 Greenback Lane Suite 109 Mill Installation guide. REACTIONS. (Ib/size) N=1873/0-5-8, R=1873/0-5-8 Max Hoa R=130(LC 12) Max UpliftN=-491(LC 5), R=-491(LC 4) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-654/1242, C -D=572/1200, D -E=93076, E -F=901/86, F -G=981/131, 13_1-1=981/1311' C®UN{ H-1=901/87, I -J=934777, J -K=572/1200, K -L=-654/1242 BUTTE BOT CHORD B -R=1111/698, Q -R=15/633, Q -Y=33/959, Y -Z=33/959, P -Z=33/959, P-AA=0/959, tl tV^G DIVISION AA-AB=0/959, O-AB=0/959, N-0=0/642, L -N=1111/697 ®' L i WEBS G -P=0/403, H-0=276/162, J-0=-62/495, J -N=2104/531, K -N=438/202, F-0=276/162, D-0=63/495, D -R=2104/531, C -R=-438/202 APPROVED �1`!!J NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. OQ��F ESS/ 5) A plate rating reduction of 20% has been applied for the green lumber members. j 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 491 Ib uplift at joint N and 491 Ib uplift at 1110 �Q� �� y Fly joint R. A 7) Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. GJ 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. W r° 76428 m EXP. 12131/2016 s4 CIVIL July 28,2015 ® WARNING - VeMy design parameters and READ NOTES ON THIS AND INCLUDED AOTEK REFERANCE PAGE 1101-7473 rev. 02116/2015 BEFORE USE. void for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. ME Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responstbimty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Mill Job ruseruss Type oty Ply Fearon CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 845027372 1508.049 B09 Common 4 1 Vert(TL) -0.19 O -P >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 Job Reference (optional) ATA 1 C Q, MUJ IUMOCK W, KKUeKbVN, k.A r.5J0 8 Jun Z3 2015 Mask Inaustrie4, Inc. Tue Jul 20 05:11 AT 2015 Page 1 ID:EaiYMmlUfQ7agRMgAEo3GUzOQuv-VzGzOssr91 GvXt eGC200DFgKnUS77MEF19zytbPg 30.0 F? -2-12 11-2� 18.2-0 21-2-0 261-12 31 -i -t) 3%3-1-0 424-0 3-0-0 82-12 411-12 411-12 411-12 411-12 411-12 411-12 62-12 4.00 12 5x6 = Scale = 1:76.8 4x5 = 4x5 = 6x8 = 3x8 = 6k8 = 4x5 = 45 = 62-12 14-0-0 21-2-0 28� 0 361 42-0-0 62_12 7 -a -a 7_2-0 7_2-0 I 7_q.d 6.2-12 Plate Offsets (X,Y)— iB:0.0-10.Edge],[I:0-0-0,0-0-01 [1-:0-0-10. Edge], [NZ-3-O,Edge].fP:0-3-0,Edpel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.06 O -P >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.19 O -P >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 M n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 236 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 20 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt J -M, D-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) M=1649/0 -5-8,Q=1918/0-5-8 Max Horz 0=146(LC 12) Max UpliftM=349(LC 5), 0=497(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-654/1241, C -D=571/1199, D -E=1010/97, E -F=972/107, F -G=1079/167, 1 �'l �/ G -H=1079/159, H-1=1113/161, I -J=1151/151, J -K=157/555, K -L=244/602 G e 9 V ��Tic COU BOT C HORD B -Q=1110/697, P-0=35/633, P -X=54/1039, X -Y=54/1039, 0-Y=54/1039, O -Z=0/1119, / P1 Q� f Sa 0 Z-AA=0/1119, N-AA=0/1119, M -N=16/855, L -M=-498/254 �'®� NG ®I� 1/' i �1 WEBS G-0=17/423, 1-1-0=261/133, J -N=0/375, J -M=-1897/269, K -M=454!215, F -P=298/165, D -P--66/520, D-0=2174/540, C -Q=-439/203 � � ���® APPROVED NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. �OQ?,QF ESS/ 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 349 Ib uplift at joint M and 497 Ib uplift at IN 10 `(C2 joint 0. /�� Q` /5" C 7) Seml-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. I' 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. W 76428 m * EXP.12/31/2yll ra July 28,2015 ® WARNING - Validly design parameters and READ NOTES ON THIS AND INCLUDED 119TEK REFERANCE PAGE MII.7473 rev. OV184015 BEFORE USE Design void for use only with MBek connectors. This design is teased only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown 1s for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding Welk'erector. fabrication, quality control, storage, deavery, erection and tracing, consult ANSUTPII Quality criteria, DSB-89 and BCSI Butiding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job ruse Truss Type Qty Ply Fee ron Applicability of design parameters and proper incorporation of component is responsibility, of building designer- not truss designer. Bracing shown 845027373 1506-049 Col BOSTON HIP l 2 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 a Jun 23 2015 MiTek Industries, Inc Tue Jul 28 06:11:5112015 Page 1 ID:EaiYMmKifQlagRMgAEo3GL1zOQuv-NkWrsDvMDFnLOex2Rg6ya3QYdOvg3 hgNiJABlkytbPe 8-1-12 10.9.0 154-0i 1 94$0 6-1-12 474 474 6-1-12 3-0-0 Scale =1:41.9 5x8 = 3x4 = N rot-tz 4-7-4 4-L-40-1-126.13.0Plate Offsets (X,Y)— [A:0.0-6,Edge),[H:0-0-8,Edgel LOADING (psf) SPACING- 240-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.03 0 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.18 Vert(TL) -0.06 O -R >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.35 Horz(TL) 0.01 J n/a n/a BCDL 10.0 Code IBC20127TPI2007 (Matrix -M) Weight: 288 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G JOINTS 1 Brace at Jt(s): E REACTIONS. (Ib/size) A=1097/0-5-8, J=2247/0-5-8, H=246/0-5.8 Max Horz A=92(1_C 22) Max UpliftA=988(LC 19), J=586(LC 20), H=732(LC 22) Max Grav A=1 318(LC 40), J=2247(LC 1), H=668(LC 35) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=3098/2500, B -C=2067/1512, C -D=882/807, D -F=774!776, F -G=551/613, BOT CHORD A -V=2359/3023, V -W=8824/2467, O -W=1802/2467, N-0=1381/2271, M -N=1171/1947, BUTTE COUNTY M -X=1117/1947, L -X=-683/1947, L -Y=-409/427, K -Z=369/388, J -K=-654/509, (L (� j e J-AA=752/607, AA-AB=1364/1336, H-AB=1534/1487 BUILDING V G ®Iw\/ e S ION WEBS C -N=354/634, F -K=945/493, C -L=842/312, F -L=-416/1601, B-0=153/471, �� � � �! e{// ' � p@ D B -N=-609/474, G -K=543/933, G -J=1661/573 NOTES- (14) 1) 2-pty 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: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 20 - 1 row at 0-9-0 or. 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. ROF ESS/0 3) Unbalanced roof live loads have been considered for this design. OQ N� 4) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; Cat. ll; Exp C; enGosed; MWFRS �� �I N Ill (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 QJ Q� 5) Provide adequate drainage to prevent water ponding. AZ 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Cr�� O 76428t n 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will W V M fit between the bottom chord and any other members. W % d x7 8) A plate rating reduction of 20% has been applied for the green lumber members. �� EXP. 1 31/2016 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 988 Ib uplift at joint A, 586 Ib uplift at joint J k and 732 Ib uplift at joint H. 10) This truss has been designed for a total drag load of 4350 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag Sj loads along bottom chord from 0-0-0 to 21-60 for 202.3 plf. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. OFC 12) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. July 28,2015 r � o ® WARNING - Ved& design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M167473 rev. 02x1612015 BEFORE USE Design valid for use only with Mnek connectors. This design Is based only upon parameters shown, and is for on Individual building component. Applicability of design parameters and proper incorporation of component is responsibility, of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the respomblifity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiT®k' fabrication• quality control. storage, delivery, erection and bracing, consult ANSI/TPiI Quoffly Criteria, DSS -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Job ruse Truss Type Qty Ply Fearon AppOcobilty of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown 845027373 1506-049 Col BOSTON HIP 1 Job Reference (optional) JTb I CMb VLUb LUMatK L". ANUCKoUN, LA 7.630 a Jun 23 2015 MTek Industries, Inc. Tue Jul 28 05:11:512015 Page 2 I D: EaiYMmKifOTaq RMgAEo3GUzOQ uv-Nk W TsDvMDFnLOex2Rgeya30YdOvg3_hgAl,A6lkytbPc NOTES- (14) 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 246 Ib down and 83 Ib up at 6-0-0, and 246 Ib down and 83 Ib up at 15.6-0 on top chord, and 40 (b down and 3 Ib up at 2-0-12, 227 lb down and 71 Ib up at 4-0.12, 168 Ib down and 50 Ib up at 6-0-12, 168 lb down and 50 Ib up at 8-0-12, 168 Ib down and 50 Ib up at 10-0-12,168 Ib down and 50 Its up at 11-5-4,168 Ib down and 50 Ib up at 13-5-4, and 227 Ib down and 71 ib up at 17-5-4, and 40 Ib down and 3 Ib up at 19-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pIf) Vert P -S=20, A -C=-60, C -D=-60, D -F=-60, F-1=60 Concentrated Loads (lb) Vert M=168(F) 0=168(F) 8=190(F) G=190(F) W=227(F) X=168(F) Y=168(F) Z= -168(F) AA=227(F) ® WARNING - V ft design Parameters and READ NOTES ON THIS AND INCLUDED O0T'EK REFERANCE PAGE 11067473 rev. OLf 84018 BEFORE USE Design vaOd for use only with MITek connectors. This design is based only upon parameters shown, and is for on Individual building component., AppOcobilty of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity, of the erector. Additional bracing the is the the building MITBk• permanent of overall structure responsibility of designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSO -89 and BCSI Building Component TM Greenback Lane Safety Informa8on available from Truss Piste Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Suite 109 Job ruse Truss Type oty Ply Fearon LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP 845027374 I 1508.049 CO2 Corcoran 2 1 BC 0.35 Vert(TL) -0.33 G-1 >552 180 7777 Greenback Lane BCLL 0.0 • Rep Stress Ina YES WB 0.87 Job Reference (optional) UTUILMs PLUJ LUMULK W. ANUtKSUN, CA 7.830 8 Jun 23 2015 MTM; Industries, Inc, Tue Ju12B 00:11:52 2015 Pagel ID:EaIYMmKifO?agRMgAEo3GUztXauv rw4s3Zw_2vCdoWE70e87HyhOoCFolo P1wfgBylbPb r &1-12 10.9-0 153-0 8 210 2480 6.1-12 47-0 443-4 6.2-12 Scale = 1:40.4 5x8 = .u;a — Jxo — 6-1-12 1513-4 41.8 21.6-0 8.2-1 W-2 Plate Offsets (X,Y)— [A:4,EdgeL [E:0-0-14,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.11 G-1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.33 G-1 >552 180 7777 Greenback Lane BCLL 0.0 • Rep Stress Ina YES WB 0.87 Horz(TL) 0.01 G n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight 105 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 20 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) A=430/0-5-8, G=1470/0-5-8 Max Horz A=92(LC 5) Max UpliftA=82(LC 8), G=-451(LC 5) Max GravA=510(LC 19), G=1470(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=923/139, B -C=941/210, C -D=581/1200, D -E=-665/1245 BOT CHORD A-1=147/845,H-1=214/343,G-H=214/343,E-G=11171708 BUTTE COUNTY TT WEBS B-1=355/177, C-1=128/832, C -G=1400/468, D-13=414/208 BUILDING UIL®ING DIVISION Irr i/ / I S I O N NOTES- (8) �7 (j'�) s design. 2) Wind: IASCE 7 10; Vult=110mph (3 -sero dof live loads have been lgus) Vasd=dered for 187mph; TCDL=6.Opsf; BCDL=6.Opst; h=25ft; Cat. 11; Exp C; enclosed; MWFRS AP P ROV "� (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 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 82 Ib uplift at joint A and 451 Ib uplift at joint ESS/ G. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. \0 r N IO 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �� Q` 2 C w 764281 EXP. 12/31/2016" ., i k July 28,2015 ® WARNING - Verily design parenalen acid READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE Nil -7473 rev. 0211flr2015 BEFORE USE. Design valid for use only with MiTek connectors. This design b based only upon parameters shown, and h loran Individual building component., Applicobiity, of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOW fabrication, quaily control, storage, delivery, erection and bracing, consult ANSI/rPil Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 O fuss Truss Typety ' Ply Fearon Design valid for use only with Mirek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. jQ 1 845027373 1506-049 001 GABLE 1 2 Job Reference o tional 1 ara rma rwa wmacN w, _Ucn�N, aaw s jun zs zuro mi i ex mausmes, ma f ue.car ze uu:tz:ua zula ra e 1 ID:EalYMmKifQ7agRMgAEo3GUzDQuv-zOMmo048wZXMhoOkFdME90?w62e1LJZu0 PO 2.0.12 11810 17.43 20.3-0 23-1-13 28.118 37-2-0 40$-0 ,42&ti 2.0.12 3312 8 2-14 5-9.10 2-10.13 2-10.13 5.9.10 8 2-14 3312 2-0 12 Scale = 1:79.9 5x6 = 6.00 12 A� 4x4 % W 4x4 T AA p BQ AD 2x8 AG Al 4x8 bM AN AO AQ 5x10A AS CQ 4x4 AT AU BX BF BY BE BZ CA CB BD BGC CD BB CECF CG BA CH CIAZ AY CJ CKCL AX CM AW CN 00C 4x6 !:;, 4x4 = 4x4 = 5x8 = 4x8 = 4x4 = 5x8 = 44 = 4x4 = 4x8 'Z� 3312 11810 1743 23.1-13 28 118 37-2-4 408-0 a-2-14 1410 t41G 1410 8-2-14 I'3.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL)-0.11AY-BA >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.37 Vert(TL)-0.32AY-BA >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.33 Horz(TL) 0.13 AU n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD BOT CHORD 2x6 DF SS G BOT CHORD WEBS 2x4 DF Stud/Std G'Except' JOINTS BK -BL: 2x6 DF No.2 G OTHERS 2x4 DF Stud/Std G REACTIONS. (lb/size) B=3435/0-5-8, AU=3435/0-5-8 Max Horz B=180(LC 56) Max UpliftB=1124(LC 27), AU=1124(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-6284/2056, C-CP=6563/2092, D -CP= -6517/2015, D -E=-4025/1379, E -G=3885/1298, G -I=-3838/1245, I -K=3864/1210, K -M=3810/1124, M-0=3847/1118, 0-0=3862/1081, Q -T=3681/1003, T -W=506/201, W -AA= -498/201, AA-AD=3681/1020, AD-AG=3868/1100, AG-AI=3852/1137, AI-AL=3810/1140, AL-AN=3874/1229, AN-All=3836/1263, AO-AQ=3884/1316, AQ -AS= -4023/1398, AS -CQ= -6514/2017, AT -CQ= -6560/2094, AT-AU=6282/2061, D -F=2724/813, F-11=2724/813, H -J=-2724/813, J -L=2724/813, L -N=1577/441, N -P=1577/441, P -R=1577/441, R -S=1577/441, S -U=1577/441, U -V=1570/439, V -X=1570/439, X -Y=1570/439, Y -Z=1570/439, Z-AB=1570/439, AB-AC=1577/441, AC-AE=1527/479, AE-AF=1527/479, AF-AH=1527/479, AH-AJ=1527/479, AJ-AK=1527/479, AK-AM=2729/846, AM-AP=2729/846, AP-AR=2729/846, AR-AS=2729/846 BOT CHORD B-BX=1934/5532, BF-BX=1851/5532, BF-BY=1829/5532, BY-BZ=1813/5532, BE-BZ=1738/5532, BE-CA=1877/5995, CA -CB= -1747/5995, BD-CB=1747/5995, BD-CC=1695/6126, BC-CC=1695/6126, BC-CD=1622/6126, BB-CD=1517/6126, BB-CE=985/4935, CE-CF=883/4935, CF-CG=883/4935, CG-CH=883/4935, BA-CH=985/4935, BA-CI=1354/6137, AZ-CI=1459/6137, AZ-CJ=1529/6137, AY-CJ=1532/6137, AY-CK=1569/5992, CK-CL=1569/5992, AX-CL=1698/5992, AX-CM=1563/5530, CWCN=1639/5530, AW-CN=1654/5530, AW-CO=1676/5530, AU -00=1759/5530 WEBS D-BE=105/380, AS-AX=105/366, L-BD=99/493, L-BB=1313/425, S-BB=322/1365, AC-BB=192/406, AC-BA=318/1395, AK-BA=1371/419, AK-AY=105/512, C-BE=193/538, AT-AX=196/536, AD -AE= -83/375, AB-BL=329/1379, AA-BL=278/1169, Q -R=78/332, U-BK=323/1385, T-BK=269/1152, T-BQ=3061/728, AA-BQ=3061/728, W-BQ=132/554 NOTES- (17) 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. 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, 2x6 - 2 rows staggered at 0.9-0 oc. AA Weight 841 Ib FT = 20% Structural wood sheathing directly applied or 6-0.0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): L, AC, AK, AH, H, P, U, AP, BL, BM, Y, BQ BUTTE COU VN BUILDING DTVI AppROVED Q?,pFESS/ONS i N!0 < D 50 1 W U 76428 EXP. 12131/2016 k, i // � �� O cl+vi� �FOF cal. July 28,2015 r.nntinooarl mn nnna ® WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 01,111-7479 rev. 02/18/2015 BEFORE USE Design valid for use only with Mirek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Appkobilly of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding MiT®k' fabrication, quality control, storage, delivery, erection and broking, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information ovaiksble from Truss Plate Institute. 781 N. Lee Street. Suite 312 Alexandria, VA 72314. . Suite 109 Job ruse Truss Type aty Ply Fee ron Is for lateral support of Individual web members only. Additional temporary bracing to Insure stabiliy, during construction B the responsibiNy of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiT®k� fabrication, quality control, storage, delivery, erection and bracing, consuti ANSIJMI Quality CMerla, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 71314. 845027375 I 1508.049 DOI GABLE 1 2 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 a Jun 23 2015 MiTek Industries, Inc Tue Jul 28 06:12:05 2015 Page 2 ID:EaYMmKifO?agRMgAEo3Gl1z0Ouv-zOMmoO48wZXMhoOkFdME90?w62el LJZuOYZrawytDPO NOTES- (17) 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. Py 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; Vu@=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.OpsF, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) Provide adequate drainage to prevent water ponding. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 14-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 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 1124 Ib uplift at joint B and 1124 Ib uplift at joint AU. 13) This truss has been designed for a total drag load of 1530 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 40-8-0 for 37.8 plf. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 Ib down and 66 Ib up at 5-9-0, and 52 Ib down and 66 Ib up at 349-0 on top chord, and 65 Ib down and 20 Ib up at 2-0-12, 233 Ib down and 86 Ib up at 4-042, 180 lb down and 62 Ib up at 6-0-12, 180 Ib down and 62 Ib up at 6.0-12, 180 lb down and 62 Ib up at 10-0-12, 180 Ib down and 62 lb up at 12-0-12, 180 Ib down and 62 Ib up at 14-0-12, 180 Ib down and 62 Ib up at 16-0-12, 180 Ib down and 62 Ib up at 18-0-12 , 180 Ib down and 62 Ib up at 20-0-12, 180 Ib down and 62 Ib up at 20-5.4, 180 Ib down and 62 Ib up at 22-5.4, 180 Ib down and 62 Ib up at 245-4, 180 Ib down and 62 Ib up at 26-5-4, 180 Ib down and 62 Ib up at 28-5-4, 180 Ib down and 62 Ib up at 30-5-4, 180 Ib down and 62 Ib up at 32-5-4, 180 Ib down and 62 lb up at 345-4, and 233 Ib down and 86 Ib up at 36-5-4, and 65 Ib down and 20 Ib up at 38-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 17) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert BR-BU=20, A -D=-60, D -W--60, W -AS= -60, AS -AV= -60 Concentrated Loads (lb) Vert BC= -180(F) AZ=180(F) BX= -30(F) BY=233(F) BZ=180(F) CA=180(F) C13=1 80(F) CC=180(F) CD=l80(F) CE=180(F) CF=180(F) CG=180(F) CH=180(F) CI=180(F) CJ=180(F) CK=180(F) CL=180(F) CM=l80(F) CN= -233(F) CO=30(F) BUTTE COUNTY BUILDING DIVIS APPROVED ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED 119TEK REFERANCE PAGE 01111.7473 rev. OV1012015 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. Applicobilty, of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stabiliy, during construction B the responsibiNy of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiT®k� fabrication, quality control, storage, delivery, erection and bracing, consuti ANSIJMI Quality CMerla, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 71314. 7777 Greenback Lane Suite 109 Job NSB Truss Type ty P Fee= Design valid for use only with Mitek connectors. This design Is based only upon parameters shown, and is for on Individual building component. Applicabifty, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 845027378 1508-049 OOZ GABLE 1 2 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MiTek Industries, Inc. Tue Jul 28 06:12:14 2015 Page 1 ID:EaiYMmKifQ7agRMgMo3GUzOQuv-C9PAh4BnoKg4GACSH01 LOwtKygmQyQmDTSFpcvytbPF s 4-9-7 9� 13-9.8 18-11-0 118.5.3 � 22-9.9 288-0 49 7 4-0$ 4 7-11 31.8 4x8 5x6 = 1rA - v '2vA 2x6 11 R okA Q on w P W BI BJ V BK UBLT BM BN S BO BP 3x8 —_ 6X6 = 6x8 = 4x6 = 2x6 11 Scale =1:67.6 49 7 9 1-13 /3J8 18 11-0 1&5 3 22-9 9 29-0-0 d-9_7 d-dli — 4-7_11 Zt$ 1 d.d1i 5.2-7 Plate Offsets (X,Y)— [H:0-7- 0-4-81. [L:0-4-0.0-3-8], iW:0-3-0,0-3-121. [BB:0.1-12,0-1-0), [BC:0-1-12,0-1-0] LOADING (psf) SPACING- 24)-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.01 P -Q >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL) -0.03 P -Q >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.14 Horz(TL) 0.00 P n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight 717 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x8 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 OF SS G end verticals. WEBS 2x4 OF Stud/Std G 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except C-W,N-P: 2x4 OF No.2 G, BB -BC: 2x6 OF No.2 G 10-0-0 oc bracing: P -Q. OTHERS 2x4 OF Stud/Std G JOINTS 1 Brace at Jt(s): B, E, H, K M, BD, BF, SH REACTIONS. All bearings 18-0-8 except Qt --length) P=0-5-8. (lb) - Max Horz W=198(LC 6) Max Uplift All uplift 100 lb or less at joint(s) S except P=940(LC 30), V=174(1_C 22), U=124(1_C 24), R=197(LC 23), W=965(LC 27) Max Grav All reactions 250 Ib or less at joints) except P=1390(LC 1), V=512(LC 43), U=394(LC 44), R=763(LC 44), S=539(LC 1), W=1244(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD C -D=1273/1190, D -G=293/197, G -J=275/194, J -N=1316/1223, A -B=1172/1251, y T�� ®U 1 [�J-4°e1 B -E=326/606, E -F=326/606, F -H=326/606, H B -1=337/697, I -K=337/697, K -L=337/697, U [ ! I L -M=337/697, M -O=1183/1267, A -W=916/771, A -C=824/680, 0-P=910/764, B I ®I DIVISION N-0=838/698 BOT CHORD T3295/333, 295/307, V-BK=2 , B 167/295, U -BL= -410/423 , -U=20/373, T-BM=238/291, BM-BN=238/291, S-BN=117/261, S -B0=94/261, BO-BP=226/280, R-BP=321/359, R-BQ=452/640, Q-BQ=330/554, Q-BR=206/54, APPROVED BR-BS=220/554, P-BS=262/554 WEBS B -U=490/515, H -U=261/277, M -R=723/620, M -Q=67/525, B -W=534/484, WP=663/428, D-BH=1270/598, J-BH=1270/598, G-BH=124/263 NOTES- (17) OQFESS/�N� 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: 2�j 0I N /0 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. co 50 Webs connected as follows: 2x4 - 1 row at 0.9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc,00 76428 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. Pty to ply W b M connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Q 3) Unbalanced roof live loads have been considered for this design. EXP. 12/31/2015 4) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) Provide adequate drainage to prevent water ponding. OFC 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 1.4-0 oc. July 28,2015 p, %J;een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ®WARNING - Verify design perematers and READ NOTES ON THIS AND INCLUDED IWTEK REFERANCE PAGE 61II.7473 rev. 07/1012015 BEFORE USE � " Design valid for use only with Mitek connectors. This design Is based only upon parameters shown, and is for on Individual building component. Applicabifty, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOW fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information avallable from Truss Plate Institute. 781 N. Lee Street Suite 312 Alexandria, VA 22314. Suite 109 O russ Truss Type oty yFearon Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 845027378 1508-049 D02 GABLE 1 2 Job Reference (optional) • SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MTek Indusbies, Inc Tue Jul 28 06:12:15 2015 Page 2 ID:EaiYMmIGfQ7agRMgAEo3GUzOQuv-gMzYuQBPZdoxuKnfrjYaY7PVi46fhfl _NBLy1bPE NOTES- (17) 10) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) S except at --lb) P=940, V=174; U=124, R=197, W=965. 13) This truss has been designed for a total drag load of 1576 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned buss to resist drag loads along bottom chord from 0-0-0 to 280 for 56.3 plf. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 168 Ib down and 50 Ib up at 0-7-4, 168 Ib down and 50 Ib up at 2-7-4, 168 Ib down and 50 Ib up at 4-7-4, 168 Ib down and 50 Ib up at 6-7-4, 168 Ib down and 50 ib up at 8-7-4, 168 Ib down and 50 Its up at 10-7-4, 168 Ib down and 50 Ib up at 12-7-4, 1681b down and 501b up at 14-7-4, 168 Ib down and 50 Its up at 16-7-4, 168 Ib down and 50 Its up at 18-7-4, 168 Ib down and 50 lb up at 20-7-4, 168 lb down and 50 Ib up at 22-7-4, and 168 Ib down and 50 Ib up at 24-7-4, and 168 Ib down and 50 Its up at 26-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 17) WARNING: Engineering is void unless truss is fabricated by Systems Pius Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert P -W=20, C -G=-60, G -N=-60 Concentrated Loads (lb) Vert V=168(F) R=168(F) 0=168(F) BI=168(F) BJ=1168(F) BK=168(F) BL=168(F) BM=168(F) BN=168(F) BO=168(F) BP=168(F) BQ=168(F) BR=168(F) BS=168(F) ■ ® WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED W TEK REFERANCE PAGE MII-7473 rev. 02/18/2015 BEFORE USE ""� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and b for an individual building component., Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction b the responsibility of the erector. Additional permanent tracing of the overall structure h the responsibility of the building designer. For general guidance regarding MI fabrication, quality control storage, delivery, erection and bracing, consult ANSI/FPI1 Qualify Criteria, OSB -89 and SCSI Building Component 7777 Greenback lane Safety Information available from Truss Plate Institute, 781 N. lee Street, Suite 312 Alexandria, VA 22314. Suite 109 Job Truss Truss yp0ty LOADING (psi) SPACING- 2-0-0 Fearon DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 845027377 150&048 D03 Common 1 � 1 TCDL 10.0 Lumber DOL 1.15 BC 0.50 Suite 109 Vert(TL) -0.61 H-1 >195 180 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MTek Industries, Inc, Tue Jut 28 08:12:16 2015 Page I ID:EaiYMmKifQ4agRMgAEo3GUzOQuv-8YWw6mC1 KxwoWUMrPQ3p5LygtTMYGEXWwmkwhoytbPD k 49-14 &8.4 13-98 17-10-12 22-92 28 -DD 4914 4108 41-0 41.4 410-6 52-14 3.4 1 5x6 = L K I . H 3x6 = 3x8 = 3x8 = 3x8 = 4x5 = Scale =1:64.7 943e 11-1.8 0_ -0 10.1-4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.71 MiT®k� Vert(LL) -0.20 H-1 >584 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.50 Suite 109 Vert(TL) -0.61 H-1 >195 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.01 H n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) Weight 202 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt D-1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1153/0-5-8, L=694/Mechanical, H=370/0-5.8 Max Horz L=201 (LC 6) Max Upliftl=146(1-C 9), L=86(1 -C 8), H=15(LC 9) Max Grav, 1=1194(LC 2), L=702(LC 2), H=370(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=526/118, C -D=514/211 BOT CHORD L -M=115/488, M -N=115/488, K -N=115/488, K-0=26/270, J -O=-26/270, J -P=26/270, I -P=26/270 �lJ��C � COUNTY WEBS O -K=276/159, D -K=151/577, D-1=548/64, E-1=290/159, s -L=611/123 gU i LDING DIVI I NOTES- (9) Unbalanced711considered for this design. 2) Wtd AS0; Vutt=10mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsi•, h=25ft; Cat. II; Exp C; enclosed; MWFRS APPROVE ru (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. �OQ?,OFESS/ONq 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) L, H except (jt=N'O1b) Q- `j� y lF2 1=146. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. O� 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 7642ITI8 EXP. 12131/2016 CIVIL OFC July 28,2015 A WARNING. Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. OL18/2015 BEFORE USE. Design valid for use only with Msek connectors. This design Is based only upon parameters shown, and Is for on Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for Weral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional bracing the B the the building designer. For MiT®k� permanent of overall structure responsibility of general guidance regarding fabrication, quality controt storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdferlo, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Suite 109 Job RISS Truss Type Qty Pty Fee= Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral supporl of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the 845027378 I 1506-049 D04 Hip 1 1 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312. Alexandria, VA 22314. Suite 109 , Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MiTek Industries, Inc. Tue Jul 28 06:12:17 2015 Page 1 I D: EaiYMmKifQ7agRMgAEo3GUzOQuvck41J6Dg5F2f7exl y8a2eYVzOtmR9gJf9QTUDEytbPC 5-913 1137 163.9 22-0.0 28.0.0 5-9.8 5$-0 532 53 6 8-0-0 5x8 = 6x6 = Scale = 1:57.5 N M - K - J 3x4 = 2x4 II 2x4 II 3x5 = 3x6 3x4 = 3x8 = I P H G 5-913 1137 1639 17-1D�81 22-0-0 28-0-0 5-9.8 S6-0 54-2 1�-1s d -1A 6.0.0 Plate Offsets (X,Y)— [C:0-5-4,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.02 G -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.20 Vert(TL) -0.07 G -H >938 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.60 Horz(TL) 0.01 G n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 204 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&BV G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt B -K, C -J, D -J MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 10-5-0 except (jt --length) N=Mechanical, 1=0-3-8. (lb) - Max Hoa N=187(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) N, G except H=108(LC 9) Max Grav All reactions 250 Ib or less at joint(s) I except N=870(LC 1), H=961 (LC 1), G=295(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE COUNTY TOP CHORD A -B=741/93, B -C=-683/139, C -D=-413/130, D -E=553/128, A -N=820/118 BUILDING DIVISION BOT CHORD L -M=-108/647, K -L=108/647, K-0=74/546, J-0=74/546 WEBS C -K=26/307, C -J=319/58, E -J=35/459, E -H=899/173, A -M=56/707 APPROVED NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will QR�F ESS/�b fit between the bottom chord and any other members, with BCDL = 10.Opsf. �Q T NIO 6) A plate rating reduction of 20% has been applied for the green lumber members. �� ,7 y 7) Refer to girder(s) for truss to truss connections. /� C 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) N, G except (jt=1b-CO) H=108. r76428' 9) "Semimrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.ry b, M 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. EXP. 12131/2016 OF 1: July 28,2015 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED IWTEK REFERANCE PAGE MII-7471 rev. 02116/2015 BEFORE USE. n..� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component., Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral supporl of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Addilional permanent bracing of the overall structure Is the responsibility of the bulkfng designer. For general guidance regarding M!T®k' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-69 and BCS1 Burlding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312. Alexandria, VA 22314. Suite 109 Job ruse Truss Type aty Fearon FC:0-5-4,0-2-121 of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown LOADING (psf) IPlyI 845027379 1506049 Dos Hp 7 1 TC 0.19 Vert(LL) -0.02 N-0 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional) SY1STEM5 PLUS LUMBER CO. ANDERSON, CA 7.630 s Jun 23 2015 MiTek Industries, Inc. Tue Jul 28 06:12:18 2015 Page t ID:EaiYMmKfQ?agRMgAEo3GUzOQuv-4wehXSEI sYAWoW E Wr5HAm18RH6nuCooO4D 1 IgytbPB 538 1137 F 16.3-9 22-9-8 28-0.0 59 8 a 5-0-2 6515 5 2 8 4x4 5x8 = 6x6 = 3x4 20 II 3x4 = 3x6 = 3x4 = 3x8 = 3x4 = 3x4 = 2x4 II Scale = 1:56.2 59$ 1137 1839 178 12 22-9$ 28-0-0 1 SG_A 54-0 S.r1 1-t7 Plate Offsets (X,Y)— FC:0-5-4,0-2-121 of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.02 N-0 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.19 Vert(TL) -0.07 N-0 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.01 H n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 223 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt B -L, GK, D-leE-J MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 0=753/Mechanical, J=972/0.3.8, H=492/0-3-8 Max Horz 0=187(LC 4) Max UpliftO=78(LC 8), J=114(LC 9), H=21 (LC 9) Max Grav 0=757(LC 19), J=972(LC 1), H=492(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=628/80, B -C=526/121, D -E=276/116, F -G=365/44, A-0=707/106, G -H=-445/45 ����� �o�, q jy Ty L-62/421, 0, K-680/53, 0, /288, 1-0=-14/288 BOT CHORD M -N 29/3 0, K=-41073, E- =-42/5 WEBS GL=29/340, GK= -416!73, E-K=X2/421, E -J= 680/53, A -N= 42/594, G-1=0/327, DIVISION ����®��� I F -J=257/131 NOTES- (10) /� ���� L� 11 Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. `O t N IO t �y 6) A plate rating reduction of 20% has been applied for the green lumber members. \ '7 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 0, H except fit--lb)J=114. 0 76428 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. K b M 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. t� EXP. 12J31I2015 tri. ClVl1. �TFOF CAI. July 28,2015 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED BDTEK REFERANCE PAGE 001/1.7473 rev. 0211602015 BEFORE USE. Design void for use only with Mrrek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. 191'Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of indivlduol web members only. Additional temporary bracing to Insure stability during construction is the respons�lliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOW fabricatlon, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Qu" Cdteda. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Tres Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Job ruse Truss Type aty Ply Fearon Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 845027380 I 1506-048 E01 Common 18 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MTek Industries, Inc, Tue Jul 28 06:12:19 2015 Page 1 ID:EaiYMmKifQ7agRMgAEo3GUzOQuv-Z7C3koFwdslNNy4Q4Zd WjzaLuhuwdjbycjyaH6ytbPA -0$0 2$0 5-0-0 5$-0 08-0 2$-0 213-0 08-0 4x5 = C 3x4 = 3x4 = Scale =1:11.8 I, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 F >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight 23 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purtins. BOT CHORD 2x4 OF No. 1&BIT G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=230/0-3-8, D=230/03-8 Max Horz B=24(LC 12) Max Uplift B=31(LC 8), D=31 (LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 13tJ�®��� D��j UTE COU 14 A Y 2) Wind: ASCE 7-10; Vu1t=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opst,, h=25ft; Cat. ll; Exp C; enclosed; MWFRS �', r� ���� (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 � 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit A between the bottom chord and any other members. 1p ED 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 atjoint(s) B, D. 7) "Semikrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. O9?,pFESS/0�� oiN►o W U0 76428 'P W C5 v EXP. 12/31/2016 July 28,2015 ® WARNING - V d* des/gn Paremetens and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02H8V2018 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and k for an Individual building component., AppOcabilty of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilliy, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control storage, delivery. erection and bracing. consult ANSI/FPII Quality Cdtoda, DS6.89 and 80I Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Job fuss Truss Type Qty Plate Offsets (X,Y)— Fearm LOADING (psf) jPty 845027381 1506-049 J02 Jack -Closed 5 1 TC 0.14 Vert(LL) -0.00 F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MTrek Industries, Inc. Tue Jul 28 06:12:20 2015 Pace 1 i D:EaiYMmKifQ4agRMgAEo3GUzOQuv-1 JmRy8FYOAQE_5fceG81FB7Ui5pgM9J5rNlBgZytbP9 -3" 35-0 ,3-11.11 , 6-0-0 3-0-0 35-0 0811 2-05 Scale =1:17.9 5x8 \\ FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=327/133 BOT CHORD B -F=54/290, E -F=-60/287 WEBS C -E=316/58 BST ^ O 1 NTY c12) NAV ®►i�lSl®�1 NOTES - 1) Unbalanced roof live loads have been considered for this design. BUIL® 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS��g / �� (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 FYI 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • 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 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. �OQESS Ot�.'9 7) Refer to girder�s) for truss to truss connections. Q / 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift atjoint(s) E except (it--lb)N10 8=193. �Q- P�Q F2 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. /� C 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 82 Ib down and 90 Ib up at 4-0-0 I on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASEW 76428 S) section, loads applied to the face of the truss are noted as front (F) or back (B). UJ b M 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. y EXP. 12131/215 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pIf) Vert A -C=-60, C -D=-60, E -G=20 \FOS.. July 28,2015 ntii 1 n nAn. i 3-5-0 3-5.n 6-0-0 7-7-0 Plate Offsets (X,Y)— fB:0-0-10,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.00 F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL) -0.01 F >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code IBC20121TPI2007 (Matrix -M) Weight 33 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF SS G 'Except TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except C -D: 2x4 OF No. 1&BIT G end verticals. BOT CHORD 2x4 OF No. 18BU G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation fluide. REACTIONS. (lb/size) B=484/0-5-8, E=247/Mechanical Max Horz B=64(LC 23) Max UpliftB=1193(LC 4), E=51(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=327/133 BOT CHORD B -F=54/290, E -F=-60/287 WEBS C -E=316/58 BST ^ O 1 NTY c12) NAV ®►i�lSl®�1 NOTES - 1) Unbalanced roof live loads have been considered for this design. BUIL® 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS��g / �� (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 FYI 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • 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 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. �OQESS Ot�.'9 7) Refer to girder�s) for truss to truss connections. Q / 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift atjoint(s) E except (it--lb)N10 8=193. �Q- P�Q F2 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. /� C 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 82 Ib down and 90 Ib up at 4-0-0 I on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASEW 76428 S) section, loads applied to the face of the truss are noted as front (F) or back (B). UJ b M 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. y EXP. 12131/215 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pIf) Vert A -C=-60, C -D=-60, E -G=20 \FOS.. July 28,2015 ntii 1 n nAn. i ® WARNING - 100ft design parameters and READ NOTES ON THIS AND INCLUDED OOTEK REFERANCE PAGE AVI.7473 rev. OV1812013 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. Applicabifty, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply Fearon AppicabiTty, of design parameters and proper Incorporation of component h responsibifily of building designer- not truss designer. Bracing shown t 845027381 I 1508.049 J02 Jack -Closed 5 1 WOWerector. fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DS8.89 and 8CSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA LOAD CASE(S) Standard Concentrated Loads (Ib) Vert J=82(F) 7.830 a Jun 23 2015 MiTek Industries, Ina Tue Jul 28 08:12:20 2015 Page 2 ID:EalYMmKffQ7agRMgAEo3GUzOQuv-1JmRy8FYOAQE_5foeG81FB7Ui5pgM9J5rN18gZytbF I -T-TF 14V �UILD6�� ®NlS 04 �®\1 Mw ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M11-7473 rev. 02/1&7015 BEFORE USE. r.. Design valid for use only wllh Mitek connectors. This design is based only upon parameters shown, and is for an Individual building component. AppicabiTty, of design parameters and proper Incorporation of component h responsibifily of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility, of the Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding WOWerector. fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DS8.89 and 8CSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Fearon (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 845027382 I 1506-049 J3A Jack -Closed 20 1 240 TCDL 10.0 Lumber DOL 1.15BC 0.14 Vert(TL) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 M7ek Industries, Inc Tue Jul 28 06:12:21 2015 Page 1 ID:EaiYMmKifQ4agRMgAEo3GUzOQuv-WKp9UGA9TZ4cFEpB_f oOffSU8L5ddF41RhM?ytbP8 3-0-0 8-0-0 20 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.02 D -G >999 240 TCDL 10.0 Lumber DOL 1.15BC 0.14 Vert(TL) -0.07 D -G >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 B n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD BOT CHORD 2x4 DF No.16Btr G WEBS 2x4 DF Stud/Std G BOT CHORD REACTIONS. (lb/size) D=188/Mechanical, B=460/05-8 Max Horz B=103(LC 7) Max UpliftD=30(LC 8), B=175(LC 4) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=267/48 Scale= 1:18.8 PLATES GRIP MT20 220/195 Weight: 31 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; Cat II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1 3 2) This truss has been designed for a 10.0 psf bottom chord live load nonconaurent with any other live loads. G �� e e P! 3) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 1-0-0 5 will®��r_` D !1 V fit between the bottom chord and any other members. 51 1 11-- 5) l� �� 4) A plate rating reduction of 20°h has been applied for the green lumber members. 1J � �� 5) Refer to girder(s) for truss to truss connections. Woft 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) D except (jt=-IbN B=175. rr 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �OA1�Q� ESS/ort, i N ill � y w 76428 m EXP. 12/31/2616 OF July 28,2015 ® WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED AOTEK REFERANCE PAGE KII.1473 rev. OVI 502015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillily of the Additional bracing the is the the building designer. For MiT®k' erecta. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1`1`111 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback lane Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 71314. Suite 109 Job Truss rubsypB ty Ply Fearon DEFL. in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 R45027383 1508.049 J10 Jack_open 4 1 L -O >827 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 B n/a n/a Job Reference tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 a Jun 23 2015 MiTek Industries, Inc. Tue Jul 28 06:12212015 Page 1 ID:EaiYMmKifQ?agRMgAEo3GUzOQuv-WKp9UGA9TZ4eFEp8_f oOifSU3J5ddF41RhM?ytbP8 204)-0 3� 8.00 14-" 4.00F1 Scale =1:45.7 a" fi.f111 Plate Offsets (X,Y)— rB:0-6-10,0.041 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.03 L -O >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.46 Vert(TL) -0.09 L -O >827 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 B n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 60 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins. BOT CHORD 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-1-8 except Qt --length) K=Mechanical, 8=0-5.8, L=Mechanical. (lb) - Max Horz B=298(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) K, C, D, E, G, H. 1, J except B=108(LC 4) Max Grav All reactions 250 Ib or less at joint(s) K L, C, D, E, G, H, 1, J except B=470(LC 1� FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=324/0 NOTES- (11) up tai/ 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=67mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFFjST (,® �y 9 H (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate gnp,D y1.33 C �� �' 101g 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (� ® 1 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 1-0-0 wide will A 91% fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. i��� 5) Refer to girder(s) for truss to truss connections. // 0 6) Refer to girder(s) for truss to truss connections. �`�i•J 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, D, E, G. H, I, J. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) K C. D. E, G, H, 1, J except (jt=1b) B=108. �OQ?,pFESS/ONq 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. E. G, H. I, J. `\O r Wo 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Lu U 76428 m b b EXP. 12131/2y6 TFOF July 28,2015 ® WARNING - VedNy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-747.1 rev. 02H6r101 S BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. x • Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibii0ty, of the erector. Additional permanent bracing of the overall structure Is the responsibi0ty of the building designer. For general guidance regarding MiTek fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterlo, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Job ruse Truss Type Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Fee ron SPACING- 2-0.0 CSI. DEFL. in 10ty jPty 845027384 1508-049 J62 Jack -Closed 2 1 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.01 F -I >999 180 Job Reference (optional) SYSTEMS PLUS LUMBER C.O. ANDERSON, CA 7.630 s Jun 23 2015 MiTek Industries, Ina Tue Jul 28 06:12:23 2015 Page 1 I D: EalYMmKUQ4agRMgAEo3GL)zOQuv-RuSaa91Qh5porZOBJOh Stp1071 sE2)(DYXLwoQuytbP6 3-6.12 212 38.12 15 135 5x8 = Scale= 1:18.1 Plate offsets KY)— [B:Edge,0-0-41, [C:0-2-7,0.1-121 Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 F -I >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.01 F -I >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.06 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 33 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, except C -D: 2x4 DF No. 1&Btr G end verticals. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=396/0-5-8, E=253/Mechanical Max Hoa B=82(LC 7) Max UpliftB=105(LC 8), E=-06(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. iR TOP CHORD B -C=260/69 WEBS C -E=265/90 1��� e C®` B`'' NOTES- ed B�A `®I" //►► f 1) Unbalanced roof live toads have been considered for this design. I� i 2) Wind: ASCE 7-10; Vutt=11Omph (3•seoond gust) Vasd=87mph, TCDL=6.Opsf, BCDL=6.Opsf; h=25ft, Cat. II, Exp C, enclosed�MZEISy �J (envelope) gable end zone; cantilever left and riht e g xposed ;end vertical left and right exposed; Lumber DOL=1.33 plate gri0-D,01=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E except (it --lb) �O�Q�OF ESS/�� B=105. e 9) "SemFrigid pitchbreaks with foxed heels" Member end fixity model was used in the analysis and design of this truss. �� 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 89 Ib down and 109 Ib up at 3-8-8 � �` C on top chord. The design/selection of such connection device(s) is the responsibility of others. GJ 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). w7642958 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 0 m M LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert A -C=-60, C -D=-00, E -G=20 Concentrated Loads (lb) Vert C=77(B) EXP. 12/31/2016 F July 28,2015 ® WARWNG - Verity design parameters and READ NOTES ON THIS AND INCLUDED hUTEK REFERANCE PAGE 11111-7473 rev. 01/18/2018 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. Applicabiity of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek* fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 72314. Suite 109 Job Truss Truss Type aty Ply Fearon Plate Grip DOL 1.15 TC 0.13 TCDL 10.0 845027385 I 1506-049 J63 Jack -Closed 16 1 YES WB 0.00 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Job Reference(optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 a Jun 23 2015 MITek Industries, Inc. Tue Jul 28 08:12:23 2015 Page 1 I D: EaIYMmKifQ7agRMgAEo3GUzOQuv-Ru Saa91Qh5porZO BJOh Stp1971 gmZX7YXLwoQuytbPB -212 5-9.0 2-0-12 590 2x4 II C LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 TCDL 10.0 Lumber DOL 1.15 BC 0.14 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) DEFL. in (loc) Well Lid PLATES GRIP Vert(LL) -0.02 D -G >999 240 MT20 220/195 Vert(TL) -0.07 D -G >999 180 Horz(TL) 0.00 B n/a n/a LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD BOT CHORD 2x4 DF No.18BU G WEBS 2x4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) D=200/Mechanical, B=372/0-5-8 Max Horz B=128(LC 7) Max UpliftD=-42(LC 8), B=74(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:22.6 Weight: 30 Ib FT = 20% Structural wood sheathing directly applied or 5-9-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS p '�\/ (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=9.33 plate grip D L-1.33'TF C"O V N 9 a 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 i �be p 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wife, will 1 1 Z{ ���N fit between the bottom chord and any other members. @� 9 t� 4) A plate rating reduction of 20% has been applied for the green lumber members. V �� 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) D, B. AV 7) "SemFrigid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QROF ESS/OH,q` pi N 10 V F2c 76428 M v � * EXP. 12/31/2016 �q CIV1lL. 14�OF CA1.1 July 28,2015 ® WARNING - V61f& design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M/1.7473 rev. 02/18/2018 BEFORE USE Design valid for use only with MITek connectors. This design B based only upon parameters shown, and b for an IndMduol building component. Applicability Applicability of design parameters and proper Incorporation of component h responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding MiT®k• fabrication, quality control storage, delivery, erection and bracing, consult ANSI/110111 Quality Criteria, DSB-89 and SCSI BuBding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job russ cuss ype Design valid for use only with Mitek connectors. This design B based only upon parameters shown, and Is for an individual building component., y CSI. DEFL. In (loc) Vdefl Lid PLATES GRIP Ity TC 0.13 IFeeron R450T7388 1506-049 J64 JadkClosed 2 1 D -G >907 180 fabrioation, quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS11-89 and SCSI Building Component BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a Job Reference (optional) ora r cma rwa wmarK w, ANUCKWN. UA 7.830 s Jun 23 2015 M -Tek Industries, Inc Tue Jul 28 08:12:24 2015 Page 1 ID:EafYMmKIf07agRMgAEo3GUzOQuv-v47ynV13ROxfTjzNtSChOl HApiAtl_Nhm?gLzKylbPS -13-1 51110 13 1 5.10-0 3x5 = 5-10-0 rz� Scale =1:20.8 Plate Offsets MY)— fB:0-5-4,0-0-4] Design valid for use only with Mitek connectors. This design B based only upon parameters shown, and Is for an individual building component., LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.02 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.15 Vert(TL) -0.08 D -G >907 180 fabrioation, quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS11-89 and SCSI Building Component BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a Suite 109 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight 29 Its FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purtins, except BOT CHORD 2x4 DF No. 1&BV G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) D=216/Mechanical, B=314/0-5-8 Max Horz B=123(LC 7) Max UpliftD=49(LC 8), B=52(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=330/40 BOT CHORD B -D=117/310 NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) D, B. 7) "SemWARNING Engineering reals with fixed heels" Member end fixity model was used u the analysis and design of this truss. ®�� ®� OQ(I;d��S1S 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. / P�o't NIO 'S�cl F2 'Bov ®� w 76428 m d EXP. 12/31/2016 OF July 28,2015 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MII-7479 rev. 021181018 BEFORE USE. Design valid for use only with Mitek connectors. This design B based only upon parameters shown, and Is for an individual building component., Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction B the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M!T®k' fabrioation, quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS11-89 and SCSI Building Component 7777 Greenback Lane So" Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job ruse Truss Type Qty Ply Fee ron Plate Grip DOL 1.15 TC 0.14 TCDL 10.0 845027387 I 1506-049 J65 Jack -Closed 2 1 YES WB 0.00 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 5-10-0 7.630 s Jun 23 2015 MiTek Industries, Inc. Tue Jul 28 06:12:25 2015 Page 1 I D:EaiYMmKifQ?agRMgAEo3GUzOQuv-NHZK7rJhCi3W5tYaQpjwyEgLX6W31 Rdg9tPWmytbP4 2x4 11 B 30 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 TCDL 10.0 Lumber DOL 1.15 BC 0.15 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) DEFL. in (loc) l/defi Ud PLATES GRIP Vert(LL) -0.02 C -F >999 240 MT20 220/195 Vert(TL) -0.08 C -F >877 180 Horz(TL) 0.01 A n/a n/a LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD BOT CHORD 2x4 DF N0.18Btr G WEBS 2x4 DF Stud/Std G BOT CHORD REACTIONS. (lb/size) A=231/0-5-8, C=224/Mechanical Max Horz A=112(LC 7) Max UpliftA=24(LC 8), C=52(1_C 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-13=346/64 BOT CHORD A -C=140/340 Scale =1:21.7 Weight: 26 Ib FT = 20% Structural wood sheathing directly applied or 5-10-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 3) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C. 7) "SemFrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Bu�-TEG pNNs Pis, Pp����� QRp�ES5/pN� pI NIO h� Fyc Lu vo 76428 m of C4 eX LN July 28,2015 ® WARNING - Verfly design parameters end READ NOTES ON THIS AND INCLUDED 50TEK REFERANCE PAGE UIP7473 rev. 02/16,2015 BEFORE USE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for on Individual building component. �I Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown B for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibiiliy, of the erector. Additional permanent bracing of the overall structure is the responsibliy of the building designer. For general guidance regarding MiTek* fabrication, quality control storage, delivery, erection and bracing, consult ANSI/IPII Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. lee Street, Suite 312 Alexandria. VA 22314. Suite 109 Job russ Truss Type ty ly Fee ron CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 R45027388 I 1506-049 P01 BLOCKING SUPPORTED 4 1 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 D >999 180 safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. BCLL 0.0 ' Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 1-&12 1-8.12 3x4 = 7.630 s Jun 23 2015 MITek Indusbies, Inc. Tue Jul 28 06:1225 2015 Page 1 ID:f7LJwb3MYHRmos9u8zrJwTyvEP8-NHZK9rJhCi3W51YaQpjwyEgLm6Y31 PBg7fPWmytbP4 Scale: 3/4"' NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonc oncurrent 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 3-8-0 tall by 1-40 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 atjoint(s) except at --lb) D=353, C=353. 7) This truss has been designed for a total drag load of 222 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 440 to 1-8-12 for 128.4 plf. N N 10 y ti 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. �- � (� 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.���®1 `�AZ B1 , O�Q` F C v 1�• 76428 vVPn EXP./2131/2016 CIV11. SOF CA1.1 July 28,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 1191.747.1 rev. OL1&2015 BEFORE USE 3x4 — 1$12 1.9-12 Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for on Individual building component. LOADING (psf) SPACING- 24)-0 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.00 D >999 240 MT20 2201195 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 D >999 180 safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. BCLL 0.0 ' Rep Stress Ina YES WB 0.16 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight 13 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purtins, except BOT CHORD 2x4 DF No. 1&BV G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in a000rdance with Stabilizer Installation guide. REACTIONS. (lb/slze) D=58/0-3-8, C=58/0-3-8 Max Horz D=77(LC 21) Max UpliftD=353(LC 19), C=353(LC 22) Max Grev D=353(LC 26), C=353(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -D=3391362 WEBS A -C=410/410 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonc oncurrent 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 3-8-0 tall by 1-40 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 atjoint(s) except at --lb) D=353, C=353. 7) This truss has been designed for a total drag load of 222 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 440 to 1-8-12 for 128.4 plf. N N 10 y ti 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. �- � (� 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.���®1 `�AZ B1 , O�Q` F C v 1�• 76428 vVPn EXP./2131/2016 CIV11. SOF CA1.1 July 28,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 1191.747.1 rev. OL1&2015 BEFORE USE Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for on Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the erector. Addilionol permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MIT®k• fabrication, quality controt storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job SPACING- Type y DEFL. in Fearon PLATES GRIP ITVUSS,Truss Plate Grip DOL 1.15 TC 0.18 845027389 1506-049 P02 BLOCKING SUPPORTED 28 1 BC 0.03 Vert(TL) -0.00 D >999 180 7777 Greenback Larne BCLL 0.0 ' Rep Stress Incr Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 a Jun 23 2015 MiTek Industries, Inc Tue Jul 28 06:1226 2015 Page 1 ID:f/LJwb3MYHRmos9u8zrJwTyvEP8-rT7iCBKJzOBNiO7m_XF9VSMVM/tHmsY_DJ9S1 DythP3 1-105 1-10.5 3x4 = A Scale =1:15.8 3x4 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.00 D >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 D >999 180 7777 Greenback Larne BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight 13 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &BUG TOP CHORD Structural wood sheathing directly applied or 1-10-5 oc purlins, except BOT CHORD 2x4 DF No.1&BtrG end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) D=63/0-3-8, C=63/0-3-8 Max Horz D=77(LC 25) Max UpliftD=329(LC 19), C=329(LC 22) Max Grav D=329(LC 26), C=329(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -D=314/339 WEBS A -C=391/391 NOTES- (9) 1) Wind: ASCE 7-10; Vuit=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 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) D=329, C=329. 7) This truss has been designed for a total drag load of 222 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag - loads along bottom chord from 0-0-0 to 1-10-5 for 119.4 plf. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. p viY BUTTE cIgRON oQ?,pFESS/ONS ypiNlO tiF�Ftic 76428 d M EXP. 12/31/2016 OF July 28,2015 ® WARNING. Verily design parameters end READ NOTES ON THIS AND INCLUDED 80TEK REFERANCE PAGE AVI.7473 rev. 0211812015 BEFORE USE Design valid far use only wllh Wek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component k responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbil6ty of the WOW erecta. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TPII quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Larne Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312 Alexandria. VA 72314. Suite 109 Symbols PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x, y 4 offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/1 _i/16 -7f T For 4 x 2 orientation, locate plates 0-'Al' from outside tfU55. Numbering System 6 4 8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS cr-z C2-3 4 o WXze� O p U u '� pp a0 a a V 0. CL General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCS]. an 2. widetrussspacing,bracing idividuallllateral braces themselves For uss must may require bracing, or altemative Tor-I bracing should be cons idfpd.. 3. Never exceed the designfl(oading shown1and never stack materials on inadequately'braeedtrusses. �. �. 4. Provide copies of this truss desigw o t IV ''Adding designer, erection supervisesproperty owr er and all other interested parties. BOTTOM CHORDS 8 7 5 edge of 6 5. Cut members to bear tight Wal ea other. 6. Place face Jfftiussai ch" This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE plates on each ea! joint and embed fully. Knots i nd wane of jbint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by AWF]=l4 Connector plates. THE LEFT. f 7. Design assumes trusses will be � suit: ablyprotecfed from ' Plate location details available In Mrrek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software Or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR 1988 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 in all respects, equal to or better than that specified. Indicated by symbol shown and/or by text in the bracing section of the 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING 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 MTekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling,MiTeka ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 02/16/2015 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis Calculation Daterrime: 15:40, Wed, Jul 22, 2015 Input File Name: Fearon Main T 24.xml CF1 R -PRF -01 Page 1 of 9 GENERAL INFORMATION ENERGY USE SUMMARY 01 Project Name Residential Building 04 05 02 Calculation Description Title 24 Analysis 08 Energy Use (kTDV/k2-yr) 03 Project Location 4950 Rich Bar Road Compliance Margin Percent Improvement 04 City Chico 05 Standards Version Compliance 2015 06 Zip Code 95928 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 90 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ftp 2881 15 Number of Zones 1 16 Slab Area (ftp 0 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available Yes 20 Addition Slab Ar4(to N/A 21 Glazing Percentage (%) 20.6% COMPLIANCE RESULTS__" -- 01 Building Complies wIWComputer'Performa`nce 02 This building incorporates"fe f ug Q� hat requlre field-testing ting and/or1ve 1 ica{ on%by pertifi dlHERS raterYunaer the supervision of a CEC-approved HERS provider. 03 This building incorporates one or hire Special Features�sh�own-1 elow �„* V � YY�ii I fi %_— �a BUTTE CQUNTy BU1,r ,jhIr, Registration Number: ,X�2,15 O20266111�A 00000000a Od0"1N CA Building Energy Effie�,nicyittaan �c�s"`�-,•2013:Resid�e/ntial Compliance vt rr nrvn i it III I I t -U LINTY BUTTE COUNTY DEVELO MENT SERVICES ��� � I � REVIEWED FOR AUGO �J 7 2015 CODE COMPLIANCE RATE �I DEVELOPM egis If � HERS PrrW&V10ES CaICERTS inc. Report Version - CF111-07082015-744 l I LE. E FY Report Generated at: 2015-07-2215:40:52 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/k2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 21.28 18.51 2.77 13.00/6 Space Cooling 51.65 55.72 -4.07 -7.9% IAO Ventilation 0.83 0.83 0.00 0.0% Water Heating 10.19 6.39 3.80 37.3% Photovoltaic Offset ---- 0.00 0.00 — Compliance Energy Total 83.95 81.45 2.50 BiT1^TE 3.0% BUTTE CQUNTy BU1,r ,jhIr, Registration Number: ,X�2,15 O20266111�A 00000000a Od0"1N CA Building Energy Effie�,nicyittaan �c�s"`�-,•2013:Resid�e/ntial Compliance vt rr nrvn i it III I I t -U LINTY BUTTE COUNTY DEVELO MENT SERVICES ��� � I � REVIEWED FOR AUGO �J 7 2015 CODE COMPLIANCE RATE �I DEVELOPM egis If � HERS PrrW&V10ES CaICERTS inc. Report Version - CF111-07082015-744 l I LE. E FY Report Generated at: 2015-07-2215:40:52 �1 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Residential Building ' Calculation Date/Time: 15:40, Wed, Jul 22, 2015 Page 2 of 9 Calculation Description: Title 24 Analysis Input File Name: Fearon Main T24.xm1 REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Window overhangs and/or fins HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow • Verified EER • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: j — None — ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for.energy use'coinponent"s�included in;thelpe'rformanc t mptiance app roach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for fighting and components not.regulated'by Title 24, Part 6/(such as-dome`sticrappliances"and consu"' ;electronicsand accounting for the annual TDV energy offset by an on-site renewable energy system. ,' � � - � �� ��.K �� ` ReferenceAEne.gy Use „ F Energy Design Rating Margin Percent Improvement Total Energy (kTDV/12-yr)' `"t t127.81�•• °-�" I 125.31 2.50 2.0% includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Residential Building 2881 1 2 1 1 1 ZONE INFORMATION 01 02 03 04 as 06 07 �UT 1' a r� Zone "NaMo, it ^ • CO�Zsone i?fpe HVAC System Name Zone Floor Area (ftp Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone tt jCgnditionel HVAC Systeml 2881 9 DHW Sys 1 •lr-rKUVPD Registration Number: 215-N0202611A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2015-07-23 12:23:48 A Report Version - CF1R-07082015-744 HERS Provider: CaICERTS Inc. Report Generated at: 2015-07-2215:40:52 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Daternme: 15:40, Wed, Jul 22, 2015 Calculation Description: Title 24 Analysis Input File Name: Fearon Main T24.xml CF1 R -PRF -01 Page 3 of 9 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Front Wall Zone 1 R-19 Wall 90 Front 825 206.522 90 Left Wall Zone 1 R-19 Wall 180 Left 420 58.9916 90 Rear Wall Zone 1 R-19 Wall 270 Bads 825 294.627 90 Right Wall Zone 1 R-19 Wall 0 Right 420 72.1004 90 Roof Zone 1 R-38 Roof Attic 2881 Raised Floor Zone 1 R-19 Floor Crawlspace 2881 ATTIC {, 01 02 f 1! 03 04 05 06 1 07 1 0a Name Construction, Type Roof Rise Roof Reflectance Roof Emittance Radiant BarrierCool Roof Attic Zone 1 ,;-,Attic RoofZone 1Ventilated _ 4 0.1 1 0.85 1 No No 'RT' n c. � HERS PROVlDER BUTTE COUNTY BUILDING DIVISION APPj OVF=D Registration Number: 215-N0202611A-000000000-0000 Registration Date/Time: 2015-07-23 12:23:48 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-07082015-744 Report Generated at: 2015-07-2215:40:52 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Datefnme: 15:40, Wed, Jul 22, 2015 Calculation Description: Title 24 Analysis Input File Name: Fearon Main T 24.xml CF1 R -PRF -01 Page 4of9 WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft� U -factor SHGC Exterior Shading Bedroom 2 Windows Window Front Wall (Front -90) 6.0 6.8 1.005 41.0 0.24 0.27 Insect Screen (default) Entry Windows Window Front Wall (Front -90) 4.8 5.8 1.042 29.0 0.24 0.27 Insect Screen (default) Den Windows Window Front Wall (Front -90) 6.0 6.8 1.005 41.0 0.24 0.27 Insect Screen (default) Office Windows Window Front Wall (Front -90) 6.0 6.8 1.005 41.0 0.24 0.27 Insect Screen (default) Utility Rm Window Window Front Wall (Front -90) 3.0 4.8 1.007 14.5 0.24 0.27 Insect Screen (default) Dog Area Window Window Left Wall (Left -180) 3.0 4.8 1.007 14.5 0.24 0.27 Insect Screen (default) Kitchen Window Window Left Wall (Left -180) 3.0 1.5 1 4.5 0.24 0.27 Insect Screen (default) Nook Windows Window Left Wall (Left -180) 6.0 5.3 1.006 32.0 0.24 0.27 Insect Screen (default) Clerestory Windows Window ' Left Wall (Left -180) - - 1 8.0 0.24 0.27 Insect Screen (default) Nook Windows 2 Window f , Rear Wall (Back -270) 9.0 5.3 1.006 48.0 0.24 0.27 Insect Screen (default) Kitchen Window 2 Window - _ Rear Wall (Back -270) 3.0 4.8 1.007 14.5 0.24 1 0.27 Insect Screen (default) Dining Sliding Windows Window `� - Rear Wall (Back -270) ' !� !fC9.8-1yli 8.5 0.978 81.5 1 0.24 0.27 Insect Screen (default) Family Sliding Windows Window `, ,, a RearwWalh(Badc-27:0) )If 9.8 4 5 rii .978 l �8,1 `5 0.24 0.27 Insect Screen (default) Master Windows Window✓ Rear Wall;'(Ba"cIk-270) P R 9"Q 618 L )1:` % 61.5 0.24 0.27 Insect Screen (default) Master Bath Window Window Rear Wall (Back -270) 2.0 3.8 1.013 7.7 0.24 0.27 Insect Screen (default) Master Bath Windows Window Right Wall (Right -0) 6.0 3.8 1.013 23.1 0.24 0.27 Insect Screen (default) Clerestory Windows 2 Window Right Wall (Right -0) ---- - 1 8.0 0.24 0.27 Insect Screen (default) Family Windows Window Right Wall (Right -0) 6.0 6.8 1.005 41.0 0.24 0.27 Insect Screen (default) DOORS 01 02 03 04 Name Side of Building Area (ft� U -factor front Door Front Wall 20.0 0.50 Dog Area Door Front Wall 20.0 0.50 BUTTE COUNTY BUILDING DIVISION APPROVED Registration Number: 215-N0202611A-000000000-0000 Registration Date/Time: 2015-07-23 12:23:48 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFiR-07082015-744 Report Generated at: 2015-07-2215:40:52 .A CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 15:40, Wed, Jul 22, 2015 Calculation Description: Title 24 Analysis Input File Name: Fearon Main T24.xml CF1 R -PRF -01 Page 5 of 9 OVERHANGS AND FINS 01 02 1 03 1 04 05 06 07 08 09 10 11 12 13 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up Bedroom 2 Windows 8 0.1 8 8 0 0 0 0 0 0 0 0 0 Entry Windows 10 0.1 10 10 0 4 0 0.1 0 4 0 0.1 0 Den Windows 8 0.1 8 8 0 0 0 0 0 0 0 0 0 Office Windows 8 0.1 8 8 0 0 0 0 0 0 0 0 0 Utility Rm Window 8 0.1 8 8 0 0 0 0 0 0 0 0 0 Dog Area Window 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Kitchen Window 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Nook Windows 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Nook Windows 2 2' 0.1 2 2 0 0 0 0 0 0 0 0 0 Kitchen Window 2 \ Y- = 10.` ` -0.1--- 10.._ , 10 0 0 0 0 0 0 0 0 0 Dining Sliding Windows .�10 X0.1' -=A0 n 10.E t'-� 20e..,--, ..v..,.0d ort 0 0 0 0 0 0 Family Sliding Windows ,10 / -0-1 1001 il 100" 0 0 vm 0 0 0 0 0 Master Windows X10.' *10.1 1U� X10 }`--�Oa1, II 0 011 If 11 0� ,:t 0 0 0 0 0 Master Bath Window 1; 10 "10 !ice r3 0-0 J "I 0x -k l7 0m 1 0 0 0 0 0 Master Bath Windows 2 0'1 2 `""` "2 " 0 '0 0, 0 0 0 0 0 Family Windows 8 0.1 8 8 0 0 0 0 0 0 0 0 0 BUTTE COUNTY BUILDING DIVISION APPROVED Registration Number: 215-N0202611A-000000000.0000 Registration Date/Time: 2015-07-23 12:23:48 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-07082015-744 Report Generated at: 2015-07-22 15:40:52 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Datefrime: 15:40, Wed, Jul 22, 2015 Calculation Description: Title 24 Analysis Input File Name: Fearon Main T 24.xml CF1 R -PRF -01 Page 6of9 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Total Cavity Winter Design Input Rating Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers 120000-Btu/hr 0 0 • Cavity/ Frame: no insul. / 2x4 Top Chid 2x4 Top Chord of Roof Truss @ 24 • Roof Dedk: Wood Siding/sheathing/decking Attic RoofZone 1 Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 • Roofing: Light Roof (Asphalt Shingle) • Floor Surface: Carpeted Floors Over • Floor Deck: Wood Siding/sheathing/decking R-19 Floor Crawlspace Crawlspace Wood Framed Floor 2x6 @ 16 in. O.C. R 19 0.049 • Cavity/ Frame: R -19/2x6 • Inside Finish: Gypsum Board - Cavity/Frame: R -19/2x6 • Exterior Finish: Wood R-19 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.069 Sidfng/sheathing/dedring • Inside Finish: Gypsum Board Ceilings (below, • Cavity/Frame: R-9.1 /2x4 R38 Roof Attic attic) 4 , Wood Framed Ceiling 2x4 @ 24 in. O.C. R 38 0.025 • Over Floor Joists: R-28.9 insul. BUILDING ENVELOPE -HERS VERIFlCATION- � B � � r 01 ; it ;Q) 116? I �= I t�< 11 �, 111041 t r 04 Quality Insulation Installation(QIn 4\1\Quali ilklstaliationlof SPis 'Foamdnsulaiion LBulldin9knveloPe`11r.L'eaka a ACH @ 50 Pa Not Required % '�,A H Not�,R�'equir d P R QV I CNot Ryequi ed -- WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Standard DHW Heater 1 t .00/0 WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Natural Gas Small Instantaneous 0.2 0.93 120000-Btu/hr 0 0 13UTTE COUNTY BUILDING DIVISION c2f''r Registration Num6er15 N02026 11�A 000000000 , 0 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2015-07-23 12:23:48 Report Version - CFIR-07082015-744 HERS Provider: CaICERTS inc. Report Generated at: 2015-07-2215:40:52 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 15:40, Wed, Jul 22, 2015 Calculation Description: Title 24 Analysis Input File Name: Fearon Main T 24.xmi CF1 R -PRF -01 Page 7of9 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 -1/1 --- _ Air Distribution System 1 Name __ EER SEER SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name HVAC Systeml Other Heating and Cooling System Heating Component 1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 HVAC - HEATING UNIT TYPES 01 i 02 03 Name_- Type Efficiency Heating Component 1 - - yq Cntr_IFumace - Fuel -fired central furnace 92 AFUE HVAC -COOLING UNIT TYPES 01 r' 02 03`.-._ —04 r...., �/ .� w -w. .r► ya... w.s .�.. w w w m .. U5' . arwe. �, era 06 07 Name Verified Airflow I C its -> Efficiency7% %L V f X---* t__ r% Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 Required Multi -speed Not Required Name System Type EER SEER Zonally Controlled Compressor HERS Verification Cooling Component 1 SplitAirCond 12 7_11 Not Zonal Single Speed Cooling Component 1 -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 Required Not Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Na . I IT M7 rNe & aT Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification ._ ZZ'y Air Distrib _ Ijnn ysterri .-s'bING � 1 �v r I DuctsAttic ®116lSl�l.J�N�M Sealed and tested 8 Attic None Air Distribution System 1 -hers -dist Registration NuTnb� 2P261=1Ak00 0 000 Registration Date/Time: 2015 -07-23 12:23:48 HERS Provider: CaICERTs inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-07082015-744 Report Generated at: 2015-07-2215:40:52 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation DateMme: 15:40, Wed, Jul 22, 2015 Calculation Description: Title 24 Analysis Input File Name: Fearon Main T24.xml CF1 R -PRF -01 Page 8 of 9 HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required 6.0 Not Required Not Required Not Required Not Required HVAC -FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Names Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan �- — Required 0.58 IAO (Indoor Air Quality) FANS 01 i" rS02,1 k �: U. '�-.�."03Y ij` 1) 04t OS 06 Dwelling Unit , IA CFM ' �O WatWCFM s IA Fan Type ecovery EffectR IAO iveness(%) HERS Verification SFam IAQVentRpt 51.31 0.25 Default 0 Required COOLING VENTILATION 01 02 03 04 05 Name Cooling Vent CFM Cooling Vent Watts1CFM Total Wafts Number of Fans WH Fan 1 4700 0.113404 533 1 BUTTE COUNTY BUILDING DIVISION APPROVED Registration Number: 215-No202611A-000000000-0000 Registration Date/Time: 2015-07-23 12:23:48 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-07082015-744 Report Generated at: 2015-07-2215:40:52 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 15:40, Wed, Jul 22, 2015 Calculation Description: Title 24 Analysis Input File Name: Fearon Main T 24.xm1 CF1 R -PRF -01 Page 9 of 9 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: EI O'Hare & *74ize, Company: Signature Date: O'Hare Drafting & Designs 2015-07-22 16:46:15 Address: CEA/HERS Certification Identification (If applicable): 30 Landing Circle, Suite 103 n/a City/State/Zip: Phone: Chico, CA 95973 530-343-5954 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perl'ury, under the laws of the State of California: 1. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system -desigri features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to.the enbrcement,agency fo( approval with,ih`s.building permit application. Responsible Designer Name:! f j � L It Re`sponsibte Designer Signature: ��8W Lenn GoldmannL � H eJ) 17 Company: � p Lenn Goldmann Date,Signed: t r 0 E R 20015-07-23 12:23:48 Address: License: 343 W. 4th Street n/a City/State/Zip: Phone: Chico, CA 95928 (530) 345-1161 BUTTE COUNTY Digitally signed by -Cal ERTS.-This=digitalisignaturejis provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. A P P R OV E Registration Number: 215-N0202611A-000000000-0000 Registration Date/Time: 2015-07-23 12:23:48 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-07082015-744 Report Generated at: 2015-07-2215:40:52 p W-A COUNTY ;-.DING DIVISION PROPERTY LW=5 ARE DRAM EASED ON ASSESSORS PLOT MAP AtV/OR TOM OF PARADISE AS -BUILT FILES. A BOUNDARY SURVEY HAS NOT EEE$1 PERFORM®. IF PROPERTY BOUNDARIES ARE REOIIIRED TO BE LOCATED IT 19 THE RESPONS151LITY OF THE PROPERTY OMER TO RETAIN THE APPROPRIATELY LICENSED PROFESSIONAL. 811 B GALL BEFORE YOU DIG. (800) 22? -2600 GALL TWO WORKING DAYS BEFORE YOU DIG. www.usanorth.org m 0 we av r` S' SITE PLAN 1°=?d Z I a s ,r" '� wrap®ia.ee ' ',c tiz lu RANCHO ENG. JOB: 14221 BUILDING DIVISION DRANNN BY: Nim (1r7 /v� \b/ ASPR^` ,ED GDAE: JPH DATE: 1/23/15 REV15ION: O DRAWING NUMBER \am I_. rXO x LLI . itg I PROJECT SITE a < L 11 I Q 111 M7 J; a3 LL Q U a Lu Lu A LOCATION MAP N.T.S. 1` ,V-1• �U N m O l� I " •�'' � Jam° O '....l ,.0. t SITE PLAN 1°=?d Z acsEssl� P Np a s ' ',c tiz lu RANCHO ENG. JOB: 14221 BUILDING DIVISION SITE PLAN 1°=?d TMS KA5 BEFK 5L45141 T£D FAY 2M" 0 E% AF Tek£ RFbOU—EST OF )URE CMVTY BUILDING DFYC a t TO DB VUI KE ME LUCATL 0 F SEFfK, TANK. AW FL E c 6 LAtN FIELD. RZFCIM �9�5• NaL Ip kn w (KAUAN MEND ES) > Z acsEssl� P Np J BUTTE COUNTY lu RANCHO ENG. JOB: 14221 BUILDING DIVISION DRANNN BY: Nim (1r7 /v� \b/ ASPR^` ,ED GDAE: JPH DATE: 1/23/15 REV15ION: O DRAWING NUMBER rXO x LLI . itg I PROJECT SITE a < L 11 I Q 111 M7 J; a3 LL Q U a Lu Lu A LOCATION MAP N.T.S. 1` ,V-1• �U N m O l� I " •�'' � Jam° O TMS KA5 BEFK 5L45141 T£D FAY 2M" 0 E% AF Tek£ RFbOU—EST OF )URE CMVTY BUILDING DFYC a t TO DB VUI KE ME LUCATL 0 F SEFfK, TANK. AW FL E c 6 LAtN FIELD. RZFCIM �9�5• NaL Ip kn w (KAUAN MEND ES) > F ILL 00 FY acsEssl� P Np BUTTE COUNTY RANCHO ENG. JOB: 14221 BUILDING DIVISION DRANNN BY: Nim (1r7 /v� \b/ ASPR^` ,ED GDAE: JPH DATE: 1/23/15 REV15ION: O DRAWING NUMBER F ILL 00 FY