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HomeMy WebLinkAboutB15-1920 (2)July 21,2015 NCHO ering, Butte County Building Department 7 County .Center Drive Oroville CA 95965 Re: Fearon Second Dwelling 4950 Rich Bar Rd Chico, CA Attn: Building Official Inc. I have reviewed the attached truss designs provided by Systems Plus Lumber Co.. My review indicated that the truss calculations for the roof and floor are in general conformance with the engineering requirements as specified on plans. Truss configuration, geometry, and other architectural features are responsibilities of truss designer/ or project architect/designer. If there are any questions or concerns, please feel free to contact me at the number below. Thank you, Jarro P. olliday P. . PERMfr # M BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR 1 / n CODE COMPLIANCE DATE Y BUTTE Jarrod Holliday, P.E. AUG 04 2015 5550 Skyway Suite C -Civil, Structural, Septic Design Paradise CA 95969 DEVELOPMENT (530) 877-3700 Phone/Fax SERVICES ranchoengineering@hotmail.com AefiE�F6oes Cvf't .T�. 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'" 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. * =11MI 0 MiTek" ICC ES Report ESR -1311& ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS (2303.4/R802. l Oroof/R502.1 I floor) TRUSS ENGINEERING LAYOUT YES ❑■ NO ❑ Standard Truss Detail Title Detail # = Included Gable End 85 Wind B I 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 HVAC 10 Truss Data 11 ✓ Purlin Gable 1 12 BCSI at www.sbcindustry.com BCSI-B1 Summary Sheet at www.sbcindustry.com Systems Plus Job Number 1504-087 Date 04/28/2015 Revision(s) Customer Fearon BUTTE COUNTY DEVELOPM N "SERVICES REVIEWED FOR Project 2nd Dwelling CODECOMPLIANCE .0 - ,- Location Chico, CA PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE SCSI -Bl SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES r4 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/SAC51 & 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 (ACSI-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, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. BUTTE COUNTY BUILDING DIVISION APPROVED S � I JULY 11, 2011 LATERAL TOE -NAIL DETAIL ST -TOENAIL rvu i eK UaA, inc. rage 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT. AN ANGLE OF 30 DEGREES WITH THE MEMBER 0 00 AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH n AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. u 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES MiTek USA, Inc. FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d NAILS (.162" diam. x3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW + (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE ----� FAR SIDE NEAR SIDE -- + FAR SIDE SIDE VIEW (2x6) 4 NAILS i NEAR SIDE I 1 FAR SIDE I NEAR SIDE I -.--� FAR SIDE i BUTTE COUNTY BUILDING DIVISION APPROVED t' I i, ' r} I' i SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE, i NEAR SIDE cU LU Cr TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. SYP DF HF SPF SPF -S 0 .131 88.1 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 J .162 118.3 108.3 93.9 91.9 80.2 ri Z z .128 84.1 76.9 66.7 65.3 57.0 0 .131 88.1 80.6 69.9 68.4 59.7 N .148 106.6 97.6 84.7 82.8 72.3 c+i C7 .120 73.9 67.6 58.7 57.4 50.1 z O .128 84.1 76.9 66.7 65.3 57.0 c .131 88.1 80.6 69.9 68.4 59.7 °' .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d NAILS (.162" diam. x3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW + (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE ----� FAR SIDE NEAR SIDE -- + FAR SIDE SIDE VIEW (2x6) 4 NAILS i NEAR SIDE I 1 FAR SIDE I NEAR SIDE I -.--� FAR SIDE i BUTTE COUNTY BUILDING DIVISION APPROVED t' I i, ' r} I' i SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE, i NEAR SIDE cU LU Cr DETAIL FOR COMMON AND END JACKS MII/SAC - 8 -40PSF 11/25/2013 PAGE 1 t O I MHA LVAUING (PST) IsrAL'IN - 2.0-0 1 BRACING I MITek Industries, Inc. ®� TCLL 40.o Plates Increase 1.15 Western Division TCDL 14.0 I Lumber Increase 1.15 ' TOP CHORD Sheathed. BCLL 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. ..BCDL 10.0 ...,,... j _. _..... - ._._...._ .. .. -- i MINIMUM LUMBER SIZE AND GRADE I I -in[ 1 TOP CHORD 2 X 4 OF No. 1 & BTR G LENGTH OF EXTENSION BOT CHORD 2 X 4 OF No. 1 & BTR G AS DESIGN REQ' D 20--0- NIAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE j W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE / 1 W/ (.131'X3.0" MIN) NAILS ® 3" O.C. 2 ROWS 2 0 0 8-0.0 NOTE: TOP CHORD PITCH:. 3/128/12 I BOTTOM CHORD PITCH: 0/124/12 l/:/�A PITCH DIFFERENCE BETWEEN TOP AND `• BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. / SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162 -DIA. X 3.5"). LGT TOE NAILS SUPPORTS SHALL BE PROVIDED ® 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD CONN. W/3 16d COMMON WIRE (0.162 -DIA. X 3.5- LGT) TOE NAILS 3x6 _ lON100 ; --- --- CONN. W2 16d COMMON WIRE (0:162"DIA X 3.5" LGT) TOE NAILS 8-0-0 W NO. C76428 s -u -a C(P. 12-31-14 I F -J -U -- p►, EXT. 4-0-0 I EXT. �.._.=0 2a .._.._ ..yl EY'f. EXT. 2-0-0 i . A lYO� - 2- -- 2 5 3013 I , -,.-•) CONN. W/3 16d COMMON WIRE (0.162 -DIA. X 3.5" LGT) TOE NAIL$ IF BOTTOM CHORD IS 6'-0" LONG OR LESS LUMBER MAY BE 2X4 OF STUD/STD G 2 - r 3X6 — BOTTOM CHORD LENGTH MAY BE 2'-0" OR A BEARING BLOCK. CONN. W2 16d COMMON WIRE(0.162"DIA. X 3.5") LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR PRESSUREBLOCKING INFO. 2-0-0 BSD NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. BUTTE COUNTY BUILDING DIVISION APPROVED WAM-MVO - V' -r1 fj/ dnafrpt pnnnnteters and REuD NOTFS ONTNIS AND INCLUDED MFTSS REFERFArE PAGE MIF7973 BEFORE USE. 7777 Greenbads Lane Yr rs� Design valid for use only with Mgek connectors. this design Is based on upon Suite 109 9 N parometers shown, ding for n individual building Component. Citrus Melghts, CA. 9561amm APPIIOob1iM of design paramenters 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 or the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication• quality control, storage, delivery• erection and bracing, consult ANSI/TPII Quality Criteria. DSB•89 and BCSI l Building Component ®� ���® Safely Information available from Truss Plate Institute. 583 D'OnoMo Drive, Madison, Wt 53719. `�®1 1 MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE =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 A OUALIFIED PROFESSIONAL BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A A B C D A B C D C D 101-0" 1610 1886 1 886 2829 .; N's` 3143 3143 4715 �::• 12'-0' 1342 1572 1572 2358 4715 7074 FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C. 2 X 413, STD, CONST (SPF, DF, HF, OR SYP) 14' -0' 1150 1 47 3 1 47 3 2 21 0 WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA arid TRUSS PLATE INSTITUTE. www.sbdndusVy=m and www.WNsLor9 D 2 X 6 13 OR BETTER (SPF, DF, HF, OR SYP) "= _ 8. TABULATED VALUES ARE BASED ON A DOL - 1.15 16'-0' 1006 1179 1179 1768 2358 2358 3536 - s: ;;1 '->`' 1886 1886 2829 18'-0' 894 1048 1048 1572 3143 4715 20'-0' 805 943 943 1414 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 RAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REOUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE *STABILIZER* T07 Tec RDArINr 7ucTm i ATInm r.7 nnF Amn Pnnnl ICT cGFr7C7rAT1nN 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 root system. The method shown here is just one method that can be used to provide stability against web buckling. TRUSS WEB MEMBERS CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) BUTTE COUNTY BUILDING DIVISION APPROVED LU LU o: GENERALNOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REOUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A OUALIFIED PROFESSIONAL 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2.8d (0.131W.51 FOR 1x4 BRACES, 2-100 (0.131-x 3-) FOR 2)0 and 2x4 BRACES, AND 3-106 (0.13"-) FOR 24 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.8d (0.131 WS-) NAILS FOR 1x4 LATERAL BRACES, 2-10d (0.131V-) NAILS FOR 270 and 2x4 LATERAL BRACES, AND 3.10d (0.131'X1') FOR 2x6 LATERAL BRACES. B 2 X 3 43, STD, CONST (SPF, DF, HF, OR SYP) S. 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 413, STD, CONST (SPF, DF, HF, OR SYP) DSB-s9 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA arid TRUSS PLATE INSTITUTE. www.sbdndusVy=m and www.WNsLor9 D 2 X 6 13 OR BETTER (SPF, DF, HF, OR SYP) 7, REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE 8. TABULATED VALUES ARE BASED ON A DOL - 1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK -STABILIZER- TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT RAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REOUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE *STABILIZER* T07 Tec RDArINr 7ucTm i ATInm r.7 nnF Amn Pnnnl ICT cGFr7C7rAT1nN 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 root system. The method shown here is just one method that can be used to provide stability against web buckling. TRUSS WEB MEMBERS CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) BUTTE COUNTY BUILDING DIVISION APPROVED LU LU o: t HT 11 MiTek � t MiTek USA, Inc. i 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1504-087 Fax 916/676-1909 I Fearon 2nd Dwelling The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. ; Pages or sheets covered by this seal: R44350469 thru 844350474 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. Q,�pEESS/pZ bl N10 , << G) co � 2 5 76428 z rr"n 'BUTTE v {COUNTY * � EXP. 12/31/2016)v * � AUG 0 7 2015 I s�grF CI DEVELOPMENT iSERVICES April 27,2015 } 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. an PERMIT # 01-5 � � L /i D -- BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE A�E5C-1b 5 LDPf T- SYSTEMS PLUS LUMBER CO. Fa nvsm nw FRAum CoNpoma-00-00 s-00-00 2nd Dwellin87 �Nwi CA cn Jul WJ 9 - AO 11) Q I JQ4 .104i i I W C CO �m-- - - - -- ..-- --- w 0 vO < m A- 0 0 p� z Job Truss Truss Type oty Ply Fearon 2nd Dwelling Vdefl Ud TCLL 20.0 Plate Grip DOL 1.15 844350469 1504.087 A01 BOSTON HIP 2 2 Lumber DOL1.15 BC 0.31 Vert(TL) -0.19 O -P >999 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 a Mar 27 2015 MTek Industries, Inc Mon Apr 27 15:14:18 2015 Page 1 ID:8DugE6f2YFO67Wq_pbjVPvzMTCJ-YnvjzK6NaRLjka7mOWe36Jgvd hAoZG?IrwoslzMSH3 3 0 0 47-14 12-0-0 19-4-2 24-0-0 27-" 3-0-0 47-14 7-4-2 7-4-2 47-14 3-0-0 5x10 \\ 4x6 = 2x4 II E 5x10 Scale = 1:51.0 nxa — 2x4 II 4x0 — 34 = 3x4 = 2x4 II 4x5 = 3x4 = 47-14 12-0.0 i 194-2 24-0-0 d_7dd 7d7 7_d9 d_7_1d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.07 O -P >999 240 TCDL 10.0 Lumber DOL1.15 BC 0.31 Vert(TL) -0.19 O -P >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.18 Horz(rL) 0.06 1 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 OF SS G BOT CHORD 2x6 OF SS G WEBS 2x4 OF Stud/Std G REACTIONS. (lb/size) 8=2216/0-3-8 (min. 0-1-8), 1=2215/0.3-8 (min. 0.1-8) Max Horz B=81(LC 12) Max UpliftB=512(LC 4), 1=512(LC 5) PLATES GRIP MT20 220/195 Weight 331 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): F FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=5021/963, C -AF= -4509/912, D -AF= -4463/921, D -E=394/92, E -G=394/92, G -AG= -4459/921, H -AG= -4505/912, H-1=5018/965, D -F=3902/814, F -G=3902/814 BOT CHORD B -W=915/4708, W -X=915/4708, P -X=915/4708, P -Y=915/4708, Y -Z=915/4708, O -Z=915/4708, N-0=820/4282, M -N=820/4282, M-AA=778/4280, L-AA=778/4280, L-AB=837/4704, AB-AC=837/4704, K-AC=837/4704, K-AD=837/4704, AD-AE=837/4704, I-AE=837/4704 WEBS D-0=137/805, G -L=136/801, C -P=24/405, C-0=-457/95, H -L=-456/98, H -K=22/405 NOTES- (14) 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. 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; 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 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 512 Ib uplift at joint B and 512 Ib uplift at joint I. 10) This truss is designed in aocordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on Daae 2 BUTTE COUNTY BUILDING DIVISION APPROVED Q?,pFESS/ON I N10 IJU CO) 76428 �y m C7 � EXP. 12/31/2015? ADril 27.201 A WARNING. Ve ft design parameters and READ NOTES ON THIS AND fNCLUDED MITEK REFERANCE PAGE M 1.7473 rev. OVI 512015 BEFORE USE. Design valid for use only with Mrrek connectors. Thisdesign is based only upon parameters shown, and is for an Individual building component. !� �• Applicability of design parametersand 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 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/TPII Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 317. Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Py Fearon 2nd Dwelling 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 MITBk• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Cdterla, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312 Alexandria, VA 22314. ' 844350469 1504-087 A01 BOSTON HIP 2 A L ob Reference (optional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 a Mar 27 2015 MiTek Industries, fm Mon Apt 27 15:14:18 2015 -Page 2 ID:8DugE6r2YFO67Wq_pb)VPvzMTCJ-YnvjzK6NaRLjka7mOWe36Jgvd_hAoZG7lrwosl zMSH3 NOTES- (14) t 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 Ib down and 51 Ib up at 8-0-0, and 54 Ib down and 51 Ib up at 16-0-0 on top chord, and 58 Ib down at 2-0-12, 260 Ib down and 69 Ib up at 4-0-12, 246 Ib down and 65 lb up at 6-0-12, 222 Ib down and 72 Ib up at 8-0.12, 222 ib down and 721b up at 10-0-12, 222 Ib dawn and 72 Ib up at 1240-12, 222 Ib down and 72 lb up at 13-114, 222 Ib down and 72 Ib up at 15-114, 246 Ib down and 65 Ib up at 17-114, and 260 Ib down and 69 Ib up at 19.11-4, and 58 Ib down at 21-114 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: 0-T=20, A -D= -6O, D -E=-60, E -G=60, GJ= -60 Concentrated Loads (lb) Vert: N=222(F) M=222(F) W=18(F) X=260(F) Y=246(F) Z=222(1`) AA=222(F) AB=222(F) AC=246(F) AD= -260(F) AE=18(F) BUTTE COUNTY BUILDING DIVISION APPROVED WARNING - veiny design parameters and READ NOTES ON THIS AND INCLUDED 69TEK REFERANCE PAGE MI1.7473 rev. 02/18x2015 BEFORE USE Design valid for use only with Mifek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MITBk• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Cdterla, 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 Pty Fearon 2nd Dwelling (loc) Vdeff Ud TCLL 20.0 Plate Grip DOL 844350470 I 1504-087 A02 COMMON 11 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(TL) Job Refersce o t o a SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 s Mar 27 2015 MiTek industries, Inc. Mon Apr 27 15:14:19 2015 Page 1 ID:8DugE6r2YFO67Wq_pbjVPvzWCJ-OzS5Bg7?UTaMklyxE9if WM3I074X7c9XVfLPTzMSH2 3-0-0 64-14 12-0-0 17-7-2 24-0.0. 27-00 3 0 0 84 14 5 7-2 5-7-2 6-4-14 Scale = 1:49.3 5x6 = LOADING (psf)SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeff Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.07 H -J >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.27 HJ >999 180 BCLL 0.0. • Rep Stress Incr YES WB 0.24 Horz(rL) 0.07 F n/a n/a BCDL 10.0 Code IBC2012rrPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF N0.18Btr G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) B=1140/0-5-8 (min. 0.1-8), F=1140/0-5-8 (min. 0-1-8) Max Hoa B=81(LC 12) Max UpliftB=239(LC 4), F=239(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=2061/223, C -D=1827/183, D -E=1827/183, E -F=20611223 BOT CHORD BJ=195/1900, I -J=-63/1342, H-1=63/1342, F -H=115/1900 WEBS D -H=-42/534, E -H=341/168, D -J=-41/534, C -J=341/168 4x5 = PLATES GRIP MT20 220/195 Weight 122 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-6 oc purlins. 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 e NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vint=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) 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 239 Ib uplift at joint B and 239 Ib uplift at joint F. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "SemFrigid 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 Pius Lumber Co. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION APPROVED �5 99,pFESS/p/V i NIO y��Ftic LU vo 76428 m of o X U EN April 27,201 WARNING - verify, design peremetem and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE NII -7473 rev. 02/16/2015 BEFORE USE. • Design valid for use only with Mlek connectors. This design Is based only upon parameters shown, and is for an individual building component. MV Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individuol web members only. Additional temporary bracing to Insure stability during construction is the responsibiifity 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, 0511-89 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 Ory Ply Fearon 2nd Dwelling (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in - R44350471 I 1504087 J02 JACK -CLOSED 4 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.05 E -F >999 180 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIIfPI 1. Job Reference (optional SYSTEMS PLUS LUMBER 00, ANDERSON, CA 7.620 a Mar 27 2015 MrTek Industries, Inc. Mon Apr 2715:14:21 2015 Page 1 1 D:8DugE62YFO67 Wq_pbjVPvzMTCJ-yMarcM 8FtMjlb2rL3eCmkxSOAC1ATw4S_p8STLzMSHO 3-0O 35-0311-11 , a" 3-0-0 3.5.0 0.611 4-05 Scale = 1:21.6 5x8 \\ NOTES- (12) 35-0 1) Unbalanced roof live loads have been considered for this design. 4-7-0 Plate Offsets (X,Y)— iB:0-",Edael (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) 1/defl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 E -F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.05 E -F >999 180 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIIfPI 1. BCLL 0.0 ' Rep Stress Ina YES WB 0.17 HOTz(TL) 0.01 E n/a n/a C9 O 7642 8 7y fn BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) of others. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.BUTTE '� EXP. 12/3112016 Weight 41 Its FT = 20% LUMBER- LOADCASE(S) Standard BUILDING DIVISION BRACING - 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 UniformLoads � TOP CHORD 2x6 DF SS G 'Except' b Q r / VertA-C=-60, C E A P1 to Y ED APPROVED TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, except C -D: 2x4 DF No.1&Btr G April 27,201 end verticals. BOT CHORD 2x4 DF No. t&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=522/0-5-8 (min. 0-1-8), E=276/Mechanical Max Horz B=64(LC 4) Max Uplift B=-1 87(LC 4), E=-45(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=477/65 BOT CHORD B -F=-67/433, E -F=-66/425 WEBS C -E=-438!70 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for on individual building component. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf, h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the 4) This truss has been designed for a 10.0 psi 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 3-8-0 tall by 1-0-0 wide will fit between the bottom Chord and any other members. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/H`111 Quality Criteria, DSS -89 and BCSI Building Component 6) A plate rating reduction of 20% has been applied for the green lumber members. 7777 Greenback Lane 7) Refer to girder(s) for truss to truss connections.F ESS 10N,9� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 187 Ib uplift at joint B and 45 Ib uplift at joint E. PRO �� NIO F 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIIfPI 1. ��0Y hyo �� G) 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.Gj 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 105 Its down and 96 Its up at C9 O 7642 8 7y fn 3-11-12, and 73 Ib down and 75 Its up at 6-0-12 on top chord. The design/selection of such connection device(s) is the responsibility fY M of others. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.BUTTE '� EXP. 12/3112016 COUNTY * LOADCASE(S) Standard BUILDING DIVISION 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 UniformLoads � CIVIL �Q- ��rFO[; b Q r / VertA-C=-60, C E A P1 to Y ED APPROVED -DSO, -G=-20 CAL April 27,201 A WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE M11-7472 rev. 02/1612015 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. 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 MiT®k� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/H`111 Quality Criteria, DSS -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 Qty Ply Fearon 2nd Dwelling Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilfity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in 844350472 I 1504-087 J03 JACK -CLOSED 4 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(TL) -0.03 F -I >999 180 Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 s Mar 27 2015 MiTek Industries, Inc, Mon Apr 2715:14:22 2015 Page 1 I D:8Dug E62YF067 Wq_pbjVPvzMTCJ-OY8Epi9tdgr9DCOXdMJ?H9_a?b6EkOsbDTu??ozM SH9 3-0-0 5.5-0 511-11 , 8-0-0 3-0-0 55-0 0-011 2.0-5 Scale = 1:21.6 5x8 \\ NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide 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. t,QF ESS/'0 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib uplift at joint B and 44 Ib uplift at joint �P N,ql E. �� pI N IO 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � ,n 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. CID /2 2 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 Ib down and 94 Ib up at C�76428 5-11-12 on top 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. � LOADCASE(S) Standard BUTTE COUNTY EXP, 12/3112016 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pIf) BUILDING DIVISION CIVIL. �P Vert A -C=60, C -D=-60, E -G=20 APPROVED �rFOFCAL1F APPROVED April 27,201 Continued on page 2 A WARNING - Vedy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE Mll-7473 rev. OVI 512015 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. 55-0 55-0 i 8-0-0 2-7-0 Plate Offsets (X.Y)--- rB:0-1-10.Edael Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilfity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.01 F -I >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(TL) -0.03 F -I >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 42 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except C -D: 2x4 DF No. 1&Btr G end verticals. BOT CHORD 2x4 DF No. 1&BV 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 uide REACTIONS. (Ib/size) B=525/0-5-8 (min. 0-1-8), E=270/Mechanical Max Horz B=89(LC 7) Max UpliftB=183(LC 4), E=-44(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=314/42 BOT CHORD B -F=25/260, E -F=29/253 WEBS C -E=317/55 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide 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. t,QF ESS/'0 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib uplift at joint B and 44 Ib uplift at joint �P N,ql E. �� pI N IO 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � ,n 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. CID /2 2 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 Ib down and 94 Ib up at C�76428 5-11-12 on top 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. � LOADCASE(S) Standard BUTTE COUNTY EXP, 12/3112016 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pIf) BUILDING DIVISION CIVIL. �P Vert A -C=60, C -D=-60, E -G=20 APPROVED �rFOFCAL1F APPROVED April 27,201 Continued on page 2 A WARNING - Vedy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE Mll-7473 rev. OVI 512015 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 responsibilfity, 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/TFII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Piste Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply Fearon 2nd Dwelling 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 MIT®k• fabrication, quality control storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria. DSB-89 and SCSI Sullding Component Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. +. R44350472 40 15087 J03 JACK -CLOSED 4 1 Job Reference (optional) LOAD CASE(S) Standard Concentrated Loads (Ib) Vert J=13 ,.ozusmare zura mn ea mausmes, ma monrkprzrro:w:"zuia raga ID:8DugE6r2YFO67WyybjVPvzMTCJ-QY8EpigtdgrgDCQXdMj7Hg a?b6EkOsbDTu??ozMSH? I f } 'r i k r I t t BUTTE COUNTY BUILDING DIVISION APPROVED A WARNING - Venly deelgn parameters and READ NOTES ON THIS AND INCLUDED 110TEK REFERANCE PAGE M11.7473 rev. 02118,2015 BEFORE USE. Design void for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. o Applicobifty, 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 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 MIT®k• fabrication, quality control storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria. DSB-89 and SCSI Sullding 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 Pty Fearon 2nd Dwelling 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 844350473 I 1504-087 J04 JACK -OPEN 10 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.29 Vert(TL) -0.24 D -G >388 180 Job Reference (optional SYSTEMS PLUS LUMBER CO, ANDERSON, CA - 7.620 s Mar 27 2015 MTek Industries, Inc, Mon Apr 27 15:14:22 2015 Page 1 I D:8Dug E6r2YFO67 WgybjVPvzMTCJ-Q Y8Epi9tdgr9DCQXdMj7H9_Ztb3Q kPl bDTuYtozMSH4 3-0-0 8-0-0 3-0-0 8-0.0 Scale =1:22.3 2x4 11 C N NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will ft 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 170 Ib uplift at joint B and 57 Ib uplift at joint D. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "SemFrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. QRoF ESS/1 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 01 N/0 LOAD CASE(S) Standard 'P� 2 L 76428 z m v 7D BUTTE COUNTY * EXP. 12/31/2016 BUILDING DIVISION APPROVEDOcivil- April 27,201 A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED 68TEK REFERANCE PAGE Mll-7473 rev. 07/16/2015 BEFORE USE. !� , 8-0.0 Plate Offsets (X,Y)— [B:0-1-2.Edge1 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) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.07 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.29 Vert(TL) -0.24 D -G >388 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.01 B n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight 39 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 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 e REACTIONS. (Ib/size) B=533/0.5-8 (min. 0-1-8), D=275/Mechanical Max Horz B=147(LC 4). Max Uplift6=170(LC 4), D=57(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=544/0 BOT CHORD B -D=58/442 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will ft 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 170 Ib uplift at joint B and 57 Ib uplift at joint D. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "SemFrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. QRoF ESS/1 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 01 N/0 LOAD CASE(S) Standard 'P� 2 L 76428 z m v 7D BUTTE COUNTY * EXP. 12/31/2016 BUILDING DIVISION APPROVEDOcivil- April 27,201 A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED 68TEK REFERANCE PAGE Mll-7473 rev. 07/16/2015 BEFORE USE. !� , Design valid for use only with Mil ek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the 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/rPll 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 Truss Truss Type oty Ply Fearon 2nd Dwelling PLATES GRIP MT20 220/195 Weight: 23 Ib FT = 20% LUMBER- BRACING - fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSS -89 and SCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. TOP CHORD 2x6 DF SS G 844350474 1504-087 SI3 JACK -OPEN 4 1 MiTek recommends that Stabilizers and required cross bracing Ot=lb) 8=187. be installed during truss enaction, in accordance with Stabilizer 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 a Mar 27 2015 MiTek Industries, Inc Mon Apr 27 15:14:23 2015 Page 1 I D:8Dug E6r'1YFO67 V"bjVPvzMTCJ-ulicO2AW O_zOq M?IA3EEpMXII?RBTsGkS7dZYEzM SH_ 3-0-0 2-0-0 5.11-11 3-0-0 2-0.0 3-11-11 Scale =1:18.3 LOADING (psf) TCLL 20.0 TCOL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012rrP12007 CSI. TC 0.14 BC 0.12 WB 0.00 (Matrix -M) Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown DEFL. in Vert(LL) 0.00 Vert(TL) 0.00 Horz(rL) -0.00 (loc) l/defl Ud 1 >999 240 1 >999 180 B n/a n/a PLATES GRIP MT20 220/195 Weight: 23 Ib FT = 20% LUMBER- BRACING - fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSS -89 and SCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 2-0-0 Do purlins. BOT CHORD 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, D. MiTek recommends that Stabilizers and required cross bracing Ot=lb) 8=187. be installed during truss enaction, in accordance with Stabilizer 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. ESS/O Installation e REACTIONS. All bearings Mechanical except (it --length) B=0-5-8, C=0-1-8, D=0-1-8. pitchbreaks with was used of 11) WARNING: Engineering is truss is fabricated by Systems Plus Lumber Co. QI y� F (lb) - Max Hoa B=123(LC 4) �2 LOADCASE(S) Standard� Max Uplift All uplift 100 Ib or less at joint(s) E, F, C, D except B=-187(LC 4) BUTTE COUNTY EXP. 12/31/2016 Max Grav All reactions 250 Ib or less at joint(s) E, F, C, D except B=386(LC 1) * FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1\ TOP CHORD B -C=230/266 April 27,201 NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSS -89 and SCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. fit between the bottom chord and any other members. 7777 Greenback Lane Suite 109 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 at joint(s) C, D. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, F, C, D except Ot=lb) 8=187. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. ESS/O 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Semi-rigid fixed heels" Member end fixity model in the analysis and design this truss. ??,OF De N,9` N Ili pitchbreaks with was used of 11) WARNING: Engineering is truss is fabricated by Systems Plus Lumber Co. QI y� F void unless �2 LOADCASE(S) Standard� 2 76428 BUTTE COUNTY EXP. 12/31/2016 BUILDING DIVISION * APPROVEDc 1\ oF� April 27,201 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED N/TEK REFERANCE PAGE NII -7473 rev. OL182015 BEFORE USE. Design valid for use only wllh MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. _ o 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 bracing of the overall structure is the responsibility of the building designer. Far general guidance regarding Welk" fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSS -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 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 Q, T For 4 x 2 orientation, locate plates 0 -'Ag' from Outside Numbering System 6'4 8 dimensions shown in ft -in -sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS cr-z c2-3 WEBS c� 4 O p �� , p� = v ,+v O CL U V 0- ® 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 BCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. BOTTOM CHORDS edge Of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from ' Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 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 responsibirity of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 comber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and. in all respects, equal to or better than that Indicated by symbol shown and/or BUTTE COUNTY specified. by text in the bracing section of the BUILDING DIVISION 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. APPROVED 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless othervAse noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16. Do not.cut or alter truss member or plate without prior © 2012 M1ekO 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. ®®e 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,MiTek" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 02/16/2015