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HomeMy WebLinkAboutB16-0880 043-680-054° if) J is r ' 9 r + S+ f ' 9 8 3{ E •:i ) � 4 k t 4� [ L j`I. � ) � f i:t .. Y `I { 1 ` cl iC t11,'.'slY 4t til'l��'1��I � Y o '•` � 4 rY 1 � • 3�� er• {t ). ' �� � ya��Y t���{ F' ..rail cy l^v.� ?. 4 ;%v 1 �4.�,,+ Y � _Y.w:�•...'.e'^ 4,'" ;i. � Ikt L.�{1lI i E _ ti.1-'—'3-- 4r " v .r S z s14 ; 2 Systems. Plus Lumber 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. KECEIVED MAY 0 3 2016 co. FOR ""' 11" 2116 TNDANDA ,n_ 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/R802.10roof/R502.1 Ifloor) TRUSS ENGINEERING LAYOUT YES ■❑ NO ❑ Standard Tnicc Detail Title Detail ii = Inchvlerl Gable End 85 Wind B 1 Gable End 110 Wind B IA Gable End 110 Wind C 1B Hat Truss over 6/12 2 Hat Truss under 6/12 2B Web Bracing Details 3 Valley Fill Frames 4 ✓ Oen Face Jacks 5 ✓ Toe nail 6 ✓ Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 HVAC 10 Truss Data 11 Purlin Gable 12 ✓ BCSI at www.sbcindustry.com BCSI-B I Summary Sheet at www.sbcindustry.com Systems Plus Job Number 1603-104 - _ .�, Date 04/19/2016 Revision(s) RECEIVED Customer Webb, Paul ,ARR�I6 Project BUTTE COUNTY Das Chico, CA o Location SUIL DING "'PLANNING /� --y PRIOR TO ERECTING TRUSSES, READ TRUSS DAFNR =-1�JD '✓ �_� T -T9 NOTE BCSI-B 1 SUMMARY SHEET GUIDE FOR HANDLING, INNS'UN PMENT 5EF ICE AND BRACING OF METAL PLATE CONNECTED WOOD' TR S' �f— V �TF,-� � � CE BY R 4S � �� �P y APR 2 7 2016 PURLIN GABLE DETAIL MII/SAC - 12 7/15/2005 PAGE 1 OF 4 f FIRST COMMON PURLIN GABLE---� �i H01 I 999 � I i =- INIiN�IN[ T-1 i r THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE TRUSSES BELOW. SEE DETAIL #2--- SEE DETAIL # JACKS 0 SEE SHEET 2 OF 2 FOR ALL DETAILS 0 F1111 OK InaaSCne3, InC. Western DNIs(on STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURUN SPACING ON THE GIRDER OR HIP TRUSS. n 5x5 Z.O. 3x5 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 co U) I— Z O O U H u_ BUT'T'E COUNTY BUILDING DIVISION MP'®V® ® WAR -0.7-h dvfgn parametors and READ NOTES ON THIS AND INCLUDED M17iJC REFERENCE PAGE MD -7479 BEFORs USE. Design void for use only with MRek connectors. This design b based only upon poramelen shown, and is tar an Individual buBdhsg component. Applicob191y of design paramenten and proper incorporation of component Is responslbllly of building designer - not truss designer. Brodng shown Is lar lateral wppart of mdWlduol web members only. Additional temporary bracing to Insure stability during construction Is the responsibi61y of the erector. A=onal permonent bracing of the rsveratl structure k the responsibility of the building designer. For general guidance regarding fobrlcatlars. gvally control storage. deWery, erecllan and bracing. consu0 ANSI/fPll Quality Wade. DSS -89 and BCSJl Building Component Saloty Intormafion avo9able'frrom Truss Plate Insthule, S83 D•Onofdo Drtve, Madison, ls/l 53719. OHO, NO. 0074486 EXP. 12-31-15 .s} CNIIL �P OF CAttCAa� APR 2 8 2015 7777 GreenbacK Lena Suite 709 WMIN sCltnmuite 09lghLs, r;A, 9581 Ml MOW PURLIN GABLE DETAIL Mil/SAC -12 7/15/2005 PAGE 2 OF 4 ®® © Fwl We to rna Division mc. Western Division 16d SINKER OR 16d BOX O.C. SP CING BY OTHERS THE TOP OF THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN GABLE IS DROPPED LESS THEN ALL THE OTHER HIP TRUSSES. THE BOTTOM EDGE OF THE PURLIN GABLE ALIGNS WITH THE LEFT FACE OF THIS TRUSS GP 660 CALLS QGP� AND BEARS ON TOP. DETAIL ALTERNATE ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 10d NAILS (.131" DIAM. x 3") SPACED 9" O.C. HIP GIRDER 0 DETAIL #2 THE PURLIN GABLE DOES THEF WITH TCP CHORD F SECTION..� / \ ,PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 ING DETAIL #1 APEX — z O a_ Ov xln F con (n g0 LL DETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER , u A WARNING • —ify —fga paramctara and 7tEdD X07W ON 7M3 AND INCLUDED WTEK 3EFERENCE PAGE 84(1.7479 BEFORE USE. Ooslggn yyaa_W_ for use wtlh BMek connectors. This design b orsy up4r1 pmarrn ers shown and b fm an Ind'ivid of but4ling eompone App 8cab15 01 de ogn�yramenfers and prop�ln o bn o component b respo�ey{t�ly of bulftllnp designer -not Yruu designer. Brodng is 7o blerr�s1� o�or{{ot mdivkJuol web members Dory. na�tlo�rtsparary b{odng I� In vr6 a slabiBly during_eonslrucll�n k the responsibllBly aectm. Ada�Wrid per�ws�nt bra al the overo0 stru are h the respon of 4,e building designer. Fm genera guidance regrading fabrlwllors, gwBly wnlrol slarage, deTnery, ereclbn and tirndng. cmaull AHSf/IPiI QvaBiy gllorlo, DSB-89 and BC9T Bugdlnp Componoi Safety hdormaflon avaYable trom Truss Pble InslBute. 583 D'Onolrb Orlve, Medlsors. WI53X 9. . c { OffQ� O )00 `' gyp ' gyp,, NO. C074486 EXP. 12-31.15 � CNIL �q I OF CAL'�O�a APR 2 8 2015 7717 Greenback lane Salle 1�9 CIWs eights. CA, 8561 own the NOW PURLIN GABLE DETAIL MII/SAC 12 7/15/2005 PAGE 3 OF 4 JA Blt Western Division ���_� PURLIN GABLE ER OR 16d BOX CING BY OTHERS vim. I./ArL I+-] OUr-PL. MIN BUTTE COUNTY T PURLIN GABLE BUILDING DIVISION , 'APPROVED 16d SINKER OR 16d BOXt O.C. SPACING BY OTHERS HIP SET TRUSS R�1=� O�,OU�, NO. C074486 EXP. 12-31-15 CIVIL �P DETAIL ##2 S U P P L.' �°F'��� APR 2 8 2015 A WARNING • Tarlo; dvtgn parametam and READ NOTES. TRIS AND MMMED WTZK REFERENCE PAGE JW -7473 BEFORE USE. 77d7,77 Gmenback Lane ®�'® Desi n void Im vvsse ony vAlh MlTek aonneclon. ihb design h bo ed ony upor�pmame(e7_s show d b Im an IndhAdVcl WOding component. GrtrusTHelghts, CJS 958 A p 68 of-tles g enlen and proper Incorporation nxrnponenl respomi ly d �e r4.:,4,b designer -not Inns designer. &e�na shown b for I.ferdNppor� m trsmvwupl web members onlAddil lemporory brocag to 4siure slobNty durco9 irvcilon 1s the resp��bfary of tha erector. Aadniona pemmnen daeEng of a ove s1,u� we the respon�bt0ly of the bu0dlno es- ner. cr enerol puldance In �;���� tabriealk>n qua9ly Control storoge, deFrery, erecllon and br eonsud ANSf/IP11 OuaAiy 6ilorla: DSB-89:and aCSll BUOding Compenesd SateW IrdomwAon dvo�oble hom Truss Pole Instilule, S89 D'Onotrlo Drlve- Mad'son. WI 53719. PURLIN GABLE DETAIL'. MII/SAC -12 7/15/2005 PAGE 4 OF 4 ®1® O 16d SINKER OR 16d BOX. TYPICAL \ PURLIN GABLE • ti LAST HI 2-0-0 MAXI ' I� I �s c Western Division .. - --y RIDGE BLOCKING FIRST COMMON X BLOCKIN W/CONNECTIONS V/FRAMING CONNECTORS �Y OTHERS DETAIL #3 SUPPL. 0-0-12 TIGHTLY SET JOINT\ � I 0 PURLIN GABLE HIP SET TF DETAIL #4 SUPPL. ROOF SHEATHING AND DIAPHRAGM 0-0- 12 NAILING BY OTHERS ROOF SHEATHING BY OTHERS HIP SET TRUSS p�OFE Q� Orj00 NO. 0074486 EXP. 12-31-15 CNI1.P PULIN GABLE HIPS OFCAt�� APR 2 8 2015 DETAIL #4A SUPPL. ® wAkrWJG . Verify design pa .U- and READ N07SS ON TMS AND D CLDDED 1/D= REFEPENCE PAGB MU -7473 BEMRS US& rte.,.. vnGd Im use mti wllh Mifek connectors. Thh deslan b bated onN uoan ooran elers shown. and Is. for an IndMdual bulld}ng compose kom Trus Plate Inslllule, 583 7J77Greenback Lane �® Suke 'p9 G.S Heights, CA, 9561 MiT@k® 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 1S TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B 1 SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. BUTTE COUNTY BUILDINS'., DIVISION APPROVED MiTek° MiTek USA, Inc. 7777 Greenback 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 1-1 �'D DETAIL FOR COMMON AND END JACKS MII/SAC - 8 -40PSF 3/30/2004 PAGE 1 Nil MAX LOADING (PSO jFtACING 2.0-0 BRACING Mitek Industries, Inc. TCLL 40.0CIncrease t15Western Division TCDL14.o mber Increase 1.15 TOP CHORD Sheathed. BCLL D.o Rep Stress Ina YES BOT CHORD Rigid calling directly applied. MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF 145OF 1.3E BOT CHORD 2 X 4 SPF 1450F 1.3E NOTE: TOP CHORD PITCH: 3/128/12 BOTTOM CHORD PITCH: 0/12--4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. 3x4 = LENGTH OF EXTENSION AS DESIGN REO'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131'X3.(r MIN) NAILS ® 3" O.C. 2 ROWS / SUPPORT AND CONNECTION BY OTHERS OR 2-1 ad COMMON WIRE (t).162'DIA. X 3.57 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 -DLA. X 3.5" LGT) TOE NAILS CONN. W216d COMMON WIRE 8-0.0 X 3.5' LGT) TOENAILS ---'-- --- EXT. 2-0-0 4-0-0 2-0-0 EXT. - EXT. 2-0.0 _ EXT. 2-0.0 CONK W13 16d COMMON WIRE (0.162 -DIA X 3.5" LGT) TOE NAILS / U--j=BOTTOM CHORD LENGTH MAY BE 2'-0' ` \/ 3X4 OR A BEARING BLOCK CONN. W216d COMMON WIRE(0.16YDIA X 3.6' LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR 2 0-0 PRESSURESLOCICING INFO, NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. p �.� VION SEP Q 1 1015 NO. C76428 EXP. 12-31-16 ® WARAMM - 7 -ft deargn Parnmatcre and REA D NOTES ON 7VIS AND MCLUDED MJTP.K REFERENCE PAGE ?= -7473 REPORS DSS. Sugh3 10 en Lane s Design wild la use only with Mlrek connectors. This design b based onb upon parameters shown, and Is for an buRvkdual bulling component. Citrus Heights. CA, 9581 L.A ■L�ttySSSjfltt999 Appi cablNy of design poromenters and proper incorporation of component is resporalb0ty of b hg designer - not tans designer. Bracing shown Is for lateral support of Individual web members only. Addilional lernp racy bracing to Insure sla.11 during construction Is the responsibliBly of the av erector. Additlorwi permanent bracing of the overall structure Is the respornibaty of the bulbing designer. For general guidance regarding labricatlam quailty control storage. delivery. erection and bracing, conw8 ANSI/rPn Quality CAerfa. DSB-89 and BCS11 Building Componant w A i% Safety Intcrmallan available from Taus Plate institute. 58.3 D Onotrio Drive. Madison 1M m 53719. Tie k� FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL I ST-VALLEY2 (BEVELED BOTTOM CHORD) 00 ® MiTek USA, Inc. Page 1 of 1 NOTE: VALLEY STUD SPACING NOT 0 00 0 0o GABLE END, COMMON TRUSS TOTAL TOP CHORD LOAD = 65 PSF (MAX) TO EXCEED 48" O.C. SPACING OR GIRDER TRUSS D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 110 MPH WIND MiTek USA, Inc. 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 i SEE DETAIL - A, B, OR C BELOW (TYP.) 13 12 11 BEVEL VALLEY BEVEL VALLEY TRUSS TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE NAILS DETAIL A (BASE TRUSSES SHEATHED) 1. INSTALL BASE TRUSSES. GABLE END, COMMON TRUSS OR GIRDER TRUSS 7 8 s 10 BEVEL VALLEY TRUSS ,I - 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 8 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 SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) .• BASE TRI VALLEY TRUSS TYPICAL TYPICAL ( 24" O.C. ) LVALLEY TRUSS TYPICAL 5 (24" O.C.) \ This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P 12 i SEE DETAIL - A, B, OR C BELOW (TYP.) 13 12 11 BEVEL VALLEY BEVEL VALLEY TRUSS TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE NAILS DETAIL A (BASE TRUSSES SHEATHED) 1. INSTALL BASE TRUSSES. GABLE END, COMMON TRUSS OR GIRDER TRUSS 7 8 s 10 BEVEL VALLEY TRUSS ,I - 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 8 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 SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE DO �aaa 0 00 a 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. BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE C D 10'-0' 1610 1886 1886 2829 ;,_.,;r 3143 3143 4715 2358 2358 3536 1886 1886 2829 12'-0" 1342 1572 1572 2358 4715 7074 14'-0' 1150 1347 1347 P021 1 X 4 #2 SRS (DF, HF, SPF) 16'-0" 1006 1179 1179 1768 18'-0' 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE 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 REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE'STABILIZER' _ 1— R-11— INCTAI r AT1nN n1 ii— Awn Panni r .T sacriPirAT1nN 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 root system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) BUTTE COUNTY BUILDING DIVISION APPROVED GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING S REWIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A OUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRS (DF, HF, SPF) AT APPROX 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2.8d (0.131'x25-) FOR 1x4 BRACES, 2-10d (0.131-x 3') FOR 2x3 and 20 BRACES, AND 3-10d (0.131')0-) FOR 216 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'1(25') NAILS FOR 1.4 LATERAL BRACES, 2-1Od (0.131'10') NABS FOR 2x3 a d 2x4 LATERAL BRACES, AND 3-1 Dd (0.131.10") FOR 2,6 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING. CONSULT C X 4 #3, STD, CONST DF, HF, OR SP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 2 (SPF, GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. —.sbdr dustry.wm and w tpinst.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABULATED VALUES ARE BASED ON A DOL. 1.15 FOR STABILIZERS: FOR A SPACING OF 24.O.C. ONLY, MITEK •STABILIZER- TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE'STABILIZER' _ 1— R-11— INCTAI r AT1nN n1 ii— Awn Panni r .T sacriPirAT1nN 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 root system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) BUTTE COUNTY BUILDING DIVISION APPROVED March 4, 2013 T -BRACE / I -BRACE DETAIL ST - T -BRACE O MiTek USA, Inc. Page 1 of 1 Note: T -Bracing / I -Bracing to be used when continuous lateral bracing 0 0o 0 is impractical. T -Brace / I -Brace must cover 90% of web length. o 0 nNote: This detail NOT to be used to convert T -Brace / I -Brace MiTek USA, Inc. webs to continuous lateral braced webs. Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1x6 10d 8" o.c. 2x4 or 2x6 or 2x8 16d 8" o.c. Note: Nail along entire length of T -Brace / 1 -Brace (On Two -Ply's Nail to Both Plies) Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 (') T -Brace 1 x4 (') I -Brace 2x6 1x6 (') T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x8 I -Brace Nails Brace Size t for Two -Ply Truss Specified Continuous Rows of Lateral Bracing • SPACING Web Size } 1 2 2x4 T -Brace 2x4 I -Brace 2x3 or 2x4 WEB 2x6 - 2x8 2x6 T -Brace 2x6 I -Brace 2x8 T -Brace 2x81 -Brace r T -BRACE Nails / Section Detail T -Brace Web I -Brace �. •V. I NO T -Brace / I -Brace must be same species and grade (or better) as web member. (') NOTE: If SP webs are used in the truss, 1 x4 or 1 x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. - For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T-Brace/I Brace JANUARY 1, 2009 L -BRACE DETAIL ST - L -BRACE 0� ® MITek USA, Inc. Page 1 of 1 =00 a 00 0 00 a MiTek USA, Inc. Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d 8" o.c. 2x4, 6, or 8 ' 16d 8" o.c. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) I WE /Nails aa� Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. L -Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 "' 2x6 1x6 2x8 I 2x8 — DIRECT SUBSTITUTION NOT APLICABLE. L� Web L -Brace must be same species grade (or better) as web member. L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 2x6 2x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. BUTTE COUNTY BUILDING DIVISION APPROVE® JANUARY 1, 2009 1 SCAB -BRACE DETAIL I - ST - SCAB -BRACE OO ® MiTek USA, Inc. Page 1 of 1 =00 Note: Scab -Bracing to be used when continuous O 00 0 00 lateral bracing at midpoint (or T -Brace) is M impractical. L� Scab must cover full length of web +/- 6". MiTek USA, Inc. THIS DETAIL IS NOT APLICABLE WHEN BRACING IS "' REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x_ SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" SCAB BRACEj\\2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF #3 Nails / Section Detail E /Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. IfStitt'. i."W 1!i'.. iuunn:.nariHaai +nnni en44 Re: 1603-104 Webb, Paul RECEIVED MAY 0-3 2015 TRB AND ASSOCYA rrr.S 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: R47099955 thru R47100048 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. REVIEW FOR CODE CO1�IL lly� PEW � JUN fl 6 2016 UTf€ 6F3QNTY @Elf€L HM -N _— R I EWER FOR TRB AND ASsOCQAT�s C® OMPLI E / BY ....,' Q�pFESSfpN�C� ` (� %-5 O�ONIO yF �,c� C 76428'PZ�� � o * EXP. 12/31/2016 ti N lev April 19,2016 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. APR 2 7 2016 Job Truss Truss Type Qty PlywebbReference b, Paul 31-1f _—r 36.0.5 40.11-5 46-00 NAILED R47099955 1603.104 A01 Half Hip Girder 1 2 (optional) bTb I tMb I'LUJ LUMUtK W, —u t.JUrv, VH '•���" ••"- ID:Op9DgAVonUYgwOvhu3ODm' NYb-Yh65AjQmmy7RivxzS3WKABT9T4cny4?QxMWrhLzPDoP I 3-514 I 6.0.0 � 11 32 16.6-4 21-3.7 I 26-2-7 31-1.6 36-0.5 440.11-5 46-0.0 1114 21x2 53-2 53-2 4-9.3 4-10-15 4-10.15 4-10.15 -10.75 50.11 4.00 F12 5x6 = 4x4 % NAILED NAILED B C AD A Y AS X AT 4x8 % JUS24 4x10 = NAILED NAILED NAILED NAILED NAILED 4x10 = NAILED NAILED AE D AF AG E AHAI AU W AV AW V AX AY NAILED NAILED 4x10 = NAILED NAILED NAILED Scale = 1:81.0 3-574 '1-114 6-0-0 11-3-2 NAILED NAILED NAILED NAILED 31-1f _—r 36.0.5 40.11-5 46-00 NAILED r•-'{-2 NAILED NAILED NAILED NAILED 4 10.15 4 1015 r NAILED LOADING (psf) 504 = 4x6 = 4x8 = 4x6 = 4x10 = 3x4 II DEFL. NAILED NAILED NAILED AJ F AK G H AL AM I AN AD J K AP L AQ AR M 1.15 TC 0.45 [a lid Q n un N T S Q P Q N U AZ BA R BB BC BO BE BF BG BH 4x6 = NAILED 400 = 5x6 = NAILED 4x10 = NAILED 4x5 = BCLL 0.0 ' NAILED NO NAILED NAILED NAILED NAILED NAILED N n/a NAILED NAILED NAILED NAILED 3-574 '1-114 6-0-0 11-3-2 16-4 21-3-7 26-2-7 I 31-1f _—r 36.0.5 40.11-5 46-00 2-f 2 r•-'{-2 4 43 4-1015 4 10.15 4 1015 r d 1015 50.11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.16 Q >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.36 Vert(TL) -0.55 P -Q >637 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Horz(TL) 0.06 N n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 542 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std G *Except* BOT CHORD F-S,I-S,I-P,L-P,L-N: 2x4 DF No.2 G REACTIONS. (Ib/size) A=540/0-5-8, N=2085/Mechanical, V=505010-3-8 Max Horz A=74(LC 7) Max UpliftA=-93(LC 8), N=-348(LC 5), V=849(1 -C 4) Max Grav A=540(LC 1), N=2087(LC 20), V=5050(LC 1) Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: W-X,V-W. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-13=1097/221, B -C=-7151145, C -AD= -703/161, AD -AE= -704/161, D-AE=7081162, D -AF= -911/5395, AF -AG= -911/5395, AG -AH= -91115395, E -AH= -911/5395, E -AI= -911/5395, AI-AJ=911/5395, F -AJ= -911/5395, F -AK= -4799/813, G -AK= -4799/813, G -H=-4799/813, H -AL= -4799/8 ,3, AL-AM=47991813, I -AM= -4799/813, I -AN= -6864/1162, AN -AO= -6864/1162, J -AO= -6864/1162,J -K=-6864/1162, K-AP=-6864/1162,L-AP=6864/1162, M -N=-281/89 BOT CHORD A -Y=213/1023, Y -AS= -213/1023, X -AS= -213/1023, X -AT= -14981245, AT-AU=1498/245, W -AU= -1498/245, W-AV=1498/245, AV -AW= -1498/245, AW -AX= -1498/245, V -AX= -1498/245, V -AY= -651287, U -AY= -65/287, T -U=-65/287, T -AZ= -65/287, AZ -BA= -65/287, S -BA= -65/287, R -S=117516927, R -BB= -1175/6927, Q-BB=1175/6927, Q -BC= -1175/6927, BC-BD=1175/6927, P -BD= -1175/6927, P-BE=784/4596, BE -BF= -784/4596, O -BF= -784/4596, O-BG=784/4596, BG-BH=784/4596, N -BH= -784/4596 WEBS B -X=381/106, C -X=-352/157, D -X=-380/2257, 134=4204721, E -V=965/285, F -V=606211020, F -S=-80414831, H -S=-6931240, I -S=2282/388, I -Q=0/297, J -P=-652/229, L -P=-404/2425, L-0=0/299, L -N=4772/800 13U -'TE COUNTY BUILDING D IVB®N rft AV P R0\' ® NOTES- (16) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vu1t=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) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9,lA,elata rating reduction of 20% has been aDDlied for the green lumber members. ® WARNING. Verify design Parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE Mff-7473 rev. 10103/2015 BEFORE USE Design valid for use only with MTeW connectors. This design is based only upon parameters shown, and is for on individual building component, not o truss system. Before use. The building designer must verity the applicability of design parameters and properly incorporate this design into The overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Criteria• DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218N. Lee Street. Suite 312, Alexandria. VA 22314. Q�pFESS10Ngl O ��0N10 F C 76428 Z � EXP. 12/31/2016 r^ f CIVIk- �FOF CAIL, April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss TypeQty Ply Webb, Paul 847099955 1603-104 A01 Half Hip Girder 1 2 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 S Sep 29 2015 Mnek IndUSUMS, Inc. Tue Apr 19 05:15:32 201b Page 2 I D:Op9DgAVonUYgwOvhu3ODmizXNYb-Yh65AjQmmy7RivxzS3W KABT9T4cny47QxM WrhLzPDoP NOTES- (16) 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 Ib uplift at joint A, 348 Ib uplift at joint N and 849 Ib uplift at joint V. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Use USP JUS24 (With 1 Od nails into Girder & 10d nails into Truss) or equivalent at 4-0-12 from the left end to connect truss(es) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED" indicates 3-10d (0.148'x3') or 3-12d (0.148'x3.25") toe -nails. For more details refer to MTek's ST -TOENAIL Detail. 16) 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 (pig Vert: C-AB=70, C -M=-70, A -N=20 Concentrated Loads (lb) Vert: C= -134(F) G= -134(F) U= -33(F) X= -33(F) H= -134(F) S=33(F) J= -134(F) P= -33(F) K= -134(F) R= -33(F) AD= -134(F) AE= -134(F) AF= -134(F) AG= -134(F) AH= -134(F) AI=134(F) AJ= -134(F) AK= -134(F) AL= -134(F) AM=134(F) AN= -134(F) AO= -134(F) AP=134(F) AQ= -134(F) AR=134(F) AS= -228(F) AT=33(F) AU= -33(F) AV= -33(F) AW= -33(F) AX=33(F) AY=33(F) AZ=33(F) BA=33(F) BB=33(F) BC=33(F) BD=33(F) BE= -33(F) BF=33(F) BG= -33(F) BH= -33(F) LIL)TTE COUNTY BUILL�� E)1\11si APPROVED. ®,WARNING - VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual budding component. not �• o truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TFII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type 0ty Ply Webb. Paul ` FESS10 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 LOADING (psf) SPACING- 2-0-0 847099956 I 1603.104 A02 Roof Special 1 1 TC 0.59 Vert(LL) -0.17 M -N >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 Jab Reference (optional) SYS 1lLM5 FLUS LUMetK L:U, ANUt KSUN, UA r.aru s Jep [y cu ro mi r en mau5Ule5, mC ue rWr rro uJ: waJ cu re r ID:Op9DgAVonUYgwOvhu3ODmizXNYb-OtgTN3ROXGFIK3W90n2ZjL71xUwNhVuZ90FP ozPDoO 7-0.15 11-9-9 16-6-0 22-3-4 28.2-0 34-0.12 39-11-8 46-0.0 7-0.15 4-8-11 4-8.11 S9-0 570.12 510-12 510.12 Scale = 1:81.4 4.00 12 5x6 2x4 II = 4x10 = 2.4 II 4x12 = 3x6 = 3x8 = 4x5 = 3x4 II B C D E F G H I J P -AR Sm 1� N O A T S R 0 P G N M L K 4x5 4x5 = 2x4 II 3x6 ' 2x4 II 3x6 = 4x10 = 2x4 I I 3x5 = 4x5 = 402 = i 7-0-15 11-9-9 16-6-0 22-3-4 28-2-0 34-0.12 39-11-8 46.0.0 7-0-15 d-8-11 4-8-11 5-9-0 - 5-10-12 5.10.12 510.12 6.0.8 Plate Offsets (X,Y)- B:0-3-8,0-2-41,fE:0-6-0 0-1-121,[N:0-4-4 0-2-01 FESS10 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 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.17 M -N >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.46 Vert(TL) -0.62 M -N >568 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(TL) 0.10 K n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on inclNiduol budding component. not Weight: 207 Ib FT = 20% LUMBER- BRACING - MiTek" TOP CHORD 2x4 DF No.1&Btr G "Except" TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins, except A -B: 2x6 DF SS G Safety Information avodable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. end verticals. BOT CHORD 2x4 DF No. 18Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt E -R, I -K MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=360/0-5-8, K=1110/Mechanical, R=2640/0-3-8 Max Horz A=95(LC 7) Max UpliftA=69(LC 8), K=165(LC 5), R=392(1_C 4) Max Grav A=360(LC 1), K=1113(LC 20), R=2640(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=280/99, C -D=-370/2433, D -E=-370/2433, E -F=-2446/387, F -G=2446/387, BUTTE COUNTY G H=2446/387, H -I= -2200/350B„ BOT CHORD S -T=837/122, R -S=-837/122, Q -R=-111/601, P -O=-1111601, 0-P=-111/601, N -O=-111/601, Y I LD I N d DIVISION IVB S I® N I M -N=-459/2965, L -M=-459/2965, K -L=-345/2200 WEBS B -T=340/130, C -T=-164/1109, GR=1886/286, D -R=-399/137, E -R=3258/482, E -N=294/1997, G -N= -416/150,H -N=-566/83, H -L= -825/124,1 -L=0/487,1 -K=-2311/343 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. 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 FESS10 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 Q N C Q q �� 1'1' ��0N10 hr Q' F,p �'� 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. JC 76428 Z 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 Ib uplift at joint A, 165 Ib uplift at joint K l- and 392 Ib uplift at joint R. "Semi-rigid Q EXP. 12/3112016 ^� �y 9) pitchbreaks with fixed 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. CIVi\- TFOF CM -W April 19,2016 ® WARNING - VerHy design parameten; and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on inclNiduol budding component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to.prevenf bucbing of individual truss web and/or chord members only. Additional temporary and permanent brocing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems. see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information avodable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type Oty P Webb. Paul R47099957 1603-104 A03 Roof Special 1 1 Jab Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mrrek Industries, Inc Tue Apr 19 05:15:34 2016 Page 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-U3EraPS01ZN9xD5LaUZoGZYS1uGiO_IjOg?ylEzPDoN 155 31-1-6 38-5.13 46-0-0 15 7-5-5 7-2-11 73-7 73-7 71'x3 Scale = 1:81.4 7x8 = 5x14 = 2.4 II 3x6 = 3x8 = 4x5 = 3z5 II A P O N M L K J I 4x5 4x8 3x6 — 4x10 = 4x8 — 2x4 II 3x5 = 4x5 = 3x4 II 9-0.15 16.63 23.8.15 31-1-638-573 461}0 tLn_15 ]-5-5 7-7-11 "_T 71-3 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.70 TCDL 15.0 Lumber DOL 1.15 BC 0.45 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.1&Btr G 'Except' A -B: 2x6 DF SS G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G *Except* C -M: 2x4 DF No.2 G REACTIONS. (Ib/size) A=431/0-5-8, 1=1149/Mechanical, 0=2531/0-3-8 Max Harz A=122(LC 7) Max UpliftA=-88(LC 8), 1=173(LC 4), 0=-372(LC 4) DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.14 K >999 240 MT20 220/195 Vert(TL) -0.50 J -K >702 180 Horz(TL) 0.06 1 n/a n/a BRACING - TOP CHORD BOTCHORD WEBS FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=284/122, C -D=-1234/232, D -E=-1234/232, E -F=1234/232, F -G=-2115/350 BOT CHORD O -P=1489/220, N -O=-1489/220, M -N=-1489/220, L -M=-392/2468, K -L=392/2468, J -K=-392/2468, I -J=-338/2115 WEBS B -P=500/185, C -P=-263/1831, C -O=-2377/460, C -M=-430/2941, D -M=495/181, F -M=1343/198, F -K=0/291, F -J=-382/65, G -J=0/426, G -I=-2224/337 Weight: 207 Ib FT = 20% 1�_ Structural wood sheathing directly applied or 4-2-5 oc purlins, except end verticals. Rigid ceiling directly applied or 5-4-3 oc bracing. 1 Row at midpt F -M, G-1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BUTTE COUNTY BUILDING DIVISION 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. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 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 88 Ib uplift at joint A, 173 Ib uplift at joint I and 372 Ib uplift at joint O. 9) "Semi-rigid pitchbreaks with fixed 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with M1ek® connectors. This design is based only upon parameters shown. and is for on individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stab9ity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Q90ESS/OA 1, =��0 P�(ONIO F7, o� c tiF��m v C 76428 �Z M of EXP. 12/31/2016 /,'n * , i p' "FOF CAI.' April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type Qty Webb, Paul 1ply1 Rd7099958 1603-104 A04 Hip 1 1 Jab Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MRek Industries, Inc. Tue Apr 19 05:15:35 2016 Page 1 I D:Op9DgAVonUYgwOvhu30DmizXNYtryGoDolSe3lV?ZMgX8G41 om5e4ldp9RNsdKkVlgzPDoM 6.5.14 72-0-0 16.6.4 23-9-11 31-1-2 38-0-9 45-8.0 4&0-0 6514 56.2 7.3-7 7-3-7 7-3.7 7-3.7 0-4-0 5x6 = 4.00 12 400 = 2x4 11 3x8 = 3x6 = 2x4 11 Scale = 1:83.0 6x12 II 4x5 2x4 II 4x10 = Q P 3x6 = 3x4 II 4x10 = 3x6 = 2x4 11 412 = 6.5.14 12-0-0 16.6-4 23-9-11 31-1-2 , 38-4-9 , 46-0-0 6.5.14 5-6-2 4.6-4 7-3-7 7-3.7 7-3.7 7.7-7 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.62 TCDL 15.0 Lumber DOL 1.15 BC 0.40 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 BCDL 10.0 Code IBC2012rrPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G 'E)ocept' C-F,F-I: 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G "Except" D-0,G-O,G-L,J-K 2x4 DF No.2 G REACTIONS. (Ib/size) A=37010-5-8, 0=2626/0-3-8, K=1116/Mechanical Max Harz A=160(LC 7) Max UpliftA=-85(LC 8), 0=-397(LC 4), K=169(LC 5) Max Grav A=370(LC 1), 0=2626(LC 1), K=1133(LC 20) K 3x4 11 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.09 L -M >999 240 MT20 220/195 Vert(TL) -0.34 L -M >999 180 Horz(TL) 0.03 K n/a n/a BRACING - TOP CHORD BOT CHORD WEBS FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-450/180, B -C=-157/610, C -D=-115/549, D -E=-870/155, E -F=870/155, F -G=-870/155, G -H=1592/271, H -I=-1592/271, J -K=-1060/204 BOT CHORD A -S=193/381, R -S=-193/381, O -R=-1394/243, P-0=1394/243, O -P=1394/243, N-0=303/1810, M -N=303/1810, L -M=-303/1810 WEBS B -R=906/188, C -R=405/114, D -R=-194/1258, 13-0=2481/466, D-0=364/2475, E-0=520/190, G -O=-1111/165, G -M=0/284, H -L=568/206, I -L=-257/1733 Weight: 227 Ib FT = 20% la to Structural wood sheathing directly applied or 4-4-0 oc purlins, except end verticals. Rigid ceiling directly applied or 5-6-7 oc bracing. 1 Row at midpt G -O, G -L MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BUTTE COUNTY BUILDING DIVISION APPROVED NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (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 F ESSIQ q 3) Provide adequate drainage to prevent water ponding. A/ 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q t �. 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 �� �� O N 10 y2 fit between the bottom chord and any other members.t�,PA n'y 6) A plate rating reduction of 20% has been applied for the green lumber members. 4/ �+ 7) Refer to girder(s) for truss to truss connections. J `i 76428 7 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 Ib uplift at joint A, 397 Ib uplift at joint 0 and 169 Ib uplift at joint K. Q EXP. 12/31/2016 9) "Semi-rigid pitchbreaks with fixed 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. P OFCAI-1 April 19,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mit-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not �' a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI(TPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Mexondno, VA 22314. > Suite 109 Job Truss Truss Type Webb, Paul 10ty 1ply 847099959 1603104 A05 California 1 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON. CA 7.640 s Sep 29 2015 Mrrek Industries, Inc Tue Apr 19 05:15:35 2016 Page 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-yGoDolSe3tV7ZMgX8C41 omse91dA9PdsdKkVIgzPDoM 7-6 13915� 24-8-11 328 38 46-0-0 r 82-7 097-06 7-0-6 4.00 12 5x6 = 4x10 = 3x5 = 7x8 = Scale = 1:81.2 4 P O N M L K J I H 4x5 % 2x4 II 400 = 3x6 = 4x10 = 4x8 = 2x4 II 4x10 3x4 11 3x6 = 7-0-6 13.0-15 16.6-4 24-8-11 32-11-1 38-11-10 46-0-0 _ 70-6 6-0-0 A-2-7 6-2-7 6-0-4 7-0-6 __._ ry vt rr.n o n n n wt rn.n o a n. � _m n •n_�_o n-2nt LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.61 TCDL 15.0 Lumber DOL 1.15 BC 0.44 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G *Except* C -F: 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G *Except* D -L: 2x4 DF No.2 G REACTIONS. (Ib/size) A=370/0-5-8, H=1123/Mechanical, N=2628/0-3-8 Max Horz A=-71 (LC 9) Max UpliftA=-91(LC 8), H=174(LC 5), N=331(LC 4) Max Grav A=422(LC 19), H=1144(LC 20), N=2628(LC 1) DEFL. in (loc) Ildefl Ud PLATES GRIP Vert(LL) -0.10 J -L >999 240 MT20 220/195 Vert(TL) -0.42 , J -L >847 180 HOrz(TL) 0.05 H nla n/a Weight: 223 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-9-3 oc 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=540/190, B -C=-511712, C -D=14/654, D -E=1029/268, E -F=-1721/353, F -G=1879/342, G -H=-26591437 BOT CHORD A -P=194/481, O -P=-194/481, N-0=-1268/200, M -N=1268/200, L -M=1268/200, K -L= -107/1029,J -K= -107/1029,1-J=-357/2482, H -I=-357/2482 w WEBS B -P=0/274, B -O=-1021/205, C -0=-389f/6, D-0=135/1065, D -N=-2477/402, D -L=-349/2490, E -L=1008/272, E -J=96/827, G -J=-8221204 BUTTE COUNTY BUILDING DIVISION APPI l D 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) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 Ib uplift at joint A, 174 Ib uplift at joint H and 331 Ib uplift at joint N. 9) "Semi-rigid pitchbreaks with fixed 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. ® WARNING . Varty design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 01,111-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with M1ek® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property. damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI BuOding Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Q�pFESS1pNgC O N I O C 76428 z EXP. 12/31/2016 r qT CIV1� \OF CAI. April 19,2016 MiTek' 7777 Greenback Lane Job Truss . Truss Type city Ply Webb, Paul (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 807099960 1603-104 A06 Roof Special 1 1 Vert(TL) -0.34 W >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s 5ep 29 ZU15 Mitek uwustnes, ina I ue Apr la u5:»:3b 2016 rage 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-QSMb75TGgBdsBWEkhvbGL dt3hy_usKOr_U3g7zPDoL 16-0.0 8-514 7{r2 8.6-0 0- 56.0 7-3-6 8.32 4x8 = 6x6 = 5x14 = 4.00 12 C D 7x8 = Scale = 1:82.8 4X5 % 2x4 II O N MY 3x5 = 3x6 = 3x4 II 4x12 = 3x5 = 2x4 II 400 3x6 = M I� 6 H Plate Offsets (X Y)- [D:0-3-8,0-2-01, [L:0-3-12.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.09 1 >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 SC 0.47 Vert(TL) -0.34 W >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 HOrz(TL) 0.07 H nla n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 244 Ib FT = 20% LUMBER- a BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc purlins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G *Except* WEBS 1 Row at midpt B -O, G -J, D -N E -L: 2x6 DF SS G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) A=348/0-5-8, H=1111/Mechanical, N=2662/0-3-8 Max Harz A=-84(LC 9) Max UpliftA=-92(LC 8), H=-172(LC 5), N=265(LC 5) Max Grav A=448(LC 19), H=1134(LC 20), N=2662(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUTTE B UTTECOUNTY TOPCHORD A -B=-481/360, B -C=-5911166, C -D=-5/970, D -E=765/235, E -F=763/233, F -G=-1509/301, G -H=-2551/421 BUILDING DIVISION BOTCHORD - -1417, O -P=-293/417, 051/208, 1 511208, = 051/208, L -Y= -1051/208,K -L=-123/1338, K-Z=-123/1338,J-Z=123/1338,I-J=334/2376, APp A' H-1=334/2376 WEBS B -P=0/340, B -O=-12751252, E -L=-459/174, F -L=8191131, F -J=-11/560, G -J=1103/227, G-1=0/309, D -N=-2209/355, D -L=29712042 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. 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 Q�Q N FESSIO q` 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 !�� �(QN�O fit between the bottom chord and any other members, with BCDL = 10.Opsf. _� t1> F� C� 6) A plate rating reduction of 20% has been applied for the green lumber members. 110 7) Refer to girder(s) for truss to truss connections. O C 76428 Z M 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 Ib uplift at joint A, 172 Ib uplift at joint H and 265 Ib uplift at joint N. Q EXP. 12/31/2016 m 9) "Semi-rigid pitchbreaks with fixed 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. P OF CA1.� April 19,2016 ® WARNING - varfry design parameters and READ NOTES ON MIS AND INCLUDED NITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of 'individual truss web and/or chord members only. Additional temporary and permanent brocing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component - 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 1.99. _ - Job SPACING- Truss Type Qty Ply Webb, Paul 847099961 1603104 FAO7 California 1 1 Job Reference (optional) 1-1 >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 e.. 9 9M M7ek IM„etrics Ina Tue Anr 19 05[15:37 2016 Page 1 SYSTEMS PLUS LUMBER CO, ANDERSON, CA • ^ "" --r X -- - __- - - Uu - ID:Op9DgAVonUYgwOvhu30DmtzXNYb uew_DRUubUljogpwFc6VtBA2X5JvdK194eDcMZzPDoK 9,0-6 g{}9 6-0-2 3.6.7 56-0 6.3.6 7-32 6x6 = 5x6 = fxR = Scale = 1:82.8 P O ,. M - K J t 2x4 II 3x6 = 5x10 = 3x5 = 3x5 = 2x4 II 4x10 4x5 4x5 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.08 1-1 >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.42 Vert(TL) -0.29 I -J >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.06 H n/a n/a Weight: 235 Ib FT = 20% BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x6 DF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins. C-D,E-F: 2x4 DF NoA&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 B -O, C-0 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) A=321/0-5-8, H=1058/Mechanical, 0=2743/0-3-8 Max Harz A=-92(LC 9) Max UpliftA=89(1_C 8), H=-167(LC 5), 0=-259(LC 5) Max GravA=448(LC 19), H=1090(LC 20), 0=2743(LC 1) FORCES. (lb) -Max. CompJMax..Ten, -All forces 250 (lb) or less except when shown. TOP CHORD A-13=424/466, B -C=-68/1377, C -D=-347/190, D -E=-395/180, E -F=985/264, F -G=1629/313, G -H=-2489/415 BOT CHORD A -P=389/361, O -P=-389/361, N -O=-1185/221, N -Y=1185/221, M -Y=1185/221, L -M=98/1000, K -L=-98/1000, J -K=-156/1463, I -J=335/2322, H -I=-335/2322 WEBS B -P=0/342, B-0=1336/274, C -O=-2107/323, C -M=-267/1874, D -M=-276/92, E -M=-1101/208, E -K=3/499, F -K=-663/84, F -J=0/511, G -J=916/195, G-1=0/257 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 fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 Ib uplift at joint A, 167 Ib uplift at joint H and 259 Ib uplift at joint O. 9) "Semi-rigid pitchbreaks with fixed 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. �OFESSIONq ONIO h�Fyc/ C 76428 z v EXP. 12/31/20 6 N P T�TFOF CAl.1F0��� April 19,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design void for use only with MiTek® connectors. This design is based only upon parameters shown, and is far on individual budding component, not �, o truss system. Before use, the budding designer must verily the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Budding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights. CA 951 Job Truss Truss Type Qty Ply Webb, Paul 1.15 TC 0.65 TCDL 15.0 Lumber DOL 1.15 847099962 1603-104 A08 CALIFORNIA 1 1 I (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G 'Except' Job Reference o liana/ SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industnes, Inc T ue Apr 19 ub:15:jd Z01t1 rage 1 I D:Op9D9AVonUYgwOvhu3ODmizXNYb-MrTMOnV W MotaQgO6pKdkQPjBsV WSMpl IJlz9u?zPDoJ _ _ 'ia_$-g 39-B-14 46-0.0 5.10-0 2 -it -0 2-11-0 4-10.4 2-6-11 2-4-2 31 6-2-8 Sr 6-0 � 6-3-2 Scale = 1:83.0 4.00 12 5x6 = 4x4 4x8 = 44 4x8 % 2x4 II 4x4 = 6x8 = 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.65 TCDL 15.0 Lumber DOL 1.15 BC 0.91 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G 'Except' E-F,H-I: 2x4 DF No.18Btr G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) K=1707/0 -5 -8,A=1386/0 -5-8,Q=1213/0-3-8 Max Harz A=101(LC 12) Max Uplift K=-178(LC 5), A=47(1_C 5), 0=109(LC 4) Max Grav K=1717(LC 20), A=1386(LC 1), 0=1213(LC 1) P - N M 4x5 = 44 = 4x4 = 4x12 M18SHS = DEFL. in (loc) I/defi Ud Vert(LL) -0.36 N -P >990 240 Vert(TL) -1.36 N -P >260 180 Horz(TL) 0.19 K n/a n/a BRACING - TOP CHORD BOT CHORD WEBS FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-13=3543/157, B -C=-2701/160, C -D=-2487/196, D -AD= -1034/0, E -AD= -967/4, E -F=-880/0, F -AE= -830/0, G-AE=873/0, G -H=2654/186, H-1=4342/381, I -J=-3873/386, J -K=-4438/461 BOT CHORD A -T=46/3333, S -T=-46/3333, R -S=0/2494, O -R=0/2494, P-0=0/2412, O -P=-239/4337, t N-0=239/4337, M -N=249/3630, L -M=-386/4172, K -L=386/4172 WEBS D-10=410/72, H -P=-2281/297, I -N=0/858, I -M=0/377, J -M=574/150, G -P=50/822, D -U=1592/254, G -U=1563/250, B -S=-883/163, 0-0=-407/235 2x4 11 4x8 -- PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 276 Ib FT = 20% Structural wood sheathing directly applied or 2-8-8 oc purlins. Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 2-2-0 oc bracing: P -Q. 1 Row at midpt H -P, D -G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (i i) 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) 200.0Ib AC unit load placed on the top chord, 20-3-0 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 178 Ib uplift at joint K, 47 Ib uplift at joint A and 109 Ib uplift at joint Q. 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. ®WARNING - VerNy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 0I.7473 rev. 1WO312015 BEFORE USE Design valid for use only wilh MiTek® connectors. This design is based only upon parameters shown. and is for on individual budding component, not a truss system. Before use, the budding designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for slabdity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Crlterla, DSB-89 and SCSI Bu9ding Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Mexondria. VA 22314. Q,�,pFESSIONg4 =��O P�(ONIO C 76428 z * EXP. 12/31/2OJ6 H \FOIFCALWtF ' April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type Qty Ply Webb, Paul 1.15 TCDL 15.0 Lumber DOL 1.15 847099963 1603104 A09 -] ROOF SPECIAL 1 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA i.uou s bep za zuib mi i eK mausmes, me i ue Apr i9 05: i5:39 20i6 able r ID:Op9DgAVonUYgwOvhu3ODmizXNYb-q 11 ke6W9767R2_zJN 19zzcFKFvsd5GESYyiIRSzPDoI 6-11-6 1-9-10 39-12 3-11-8 38-12 280 2-10.4 -3-0 Scale = 1:81.8 4.00F12 5x6 = 4x5 A -A � AD F GAE T S O 20 II 6x6 = 4x4 = 4x8 40 = LOADING (psi SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 15.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER- ' TOP CHORD 2x6 DF SS G 'Except' I -J: 2x4 DF No.1 &Btr G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std G P U N M L 4x5 = 5x6 = 2x4 II 4x4 = 4x8 = 010 V N Ib K CSI. DEFL. in (loc) Well L/d PLATES GRIP TC 0.61 Vert(LL) -0.32 N -P >999 240 MT20 220/195 BC 0.92 Vert(TL) -1.21 N -P >291 180 WB 0.70 Horz(TL) 0.17 K n/a n/a (Matrix -M) Weight: 277 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: P -Q. WEBS 1 Row at midpt H -P JOINTS 1 Brace at Jt(s): U recommends that Stabilizers and required cross bracing [MiTek be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) K=1619/0 -5 -8,A=1228/0 -5-8,Q=1459/0-3-8 Max Horz A=-108(LC 9) Max UpliftK=-169(LC 5), A=35(LC 5), Q=92(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-13=2986/123, B -C=-2089/128, C -D=-1956/150, D -E=1949/165, E -AD= -1058/6, F -AD= -988/45, F -AE= -772125, GAE=-818/0, GH=2182/155, H-1=3538/282, I -J=3649/399, J -K=-3944/382 BOT CHORD A -T=39/2798, S -T=-39/2798, R -S=0/1909, Q -R=0/1909, P-0=0/1923, O -P=121/3324, N-0=121/3324, M -N=-284/4460, L -M=-28714463, K -L=282/3682 WEBS E -Q=591/42, I -L=-930/3, J -L=0/725, G -P=-98/1007, E -U=-1143/167, GU=1154/168, H -N=113/1404, H -P=-21501272, I -N=1434/205, B -T=0/293, B -S=-9601171, GQ= -281/311 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) 200.01b AC unit load placed on the top chord, 20-3-0 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 Ib uplift at joint K, 35 Ib uplift at joint A and 92 Ib uplift at joint 0. 9) "Semi-rigid pitchbreaks with fixed 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. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11.7473 rev. 10/0311015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual budding component. not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overoll building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information ovoioble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 'epFESSIONq� =��O ONIO F2 v yc�m _J C 76428 Z M * EXP. 12/31/2016 1 1� CIVIC �P �FOFCACWt� April 19,2016 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty in Paul847099964 I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.60 1603-104 A10 ROOF SPECIAL 1 JPlyIWebb, Job Reference (optional) SYSTEMS PLUS LUMBER CO. ANDERSON, CA r.a4u s sep zs zwo mirex rnausmes, ma r ue HPr " us. _u — ro ray. r ID:Op9DgAVonUYgwOvhu3ODmizXNYb-J Db6rSW nuP7lf8YVwlgCVgoV 51CZgkHbmcSGzuzPOOH 6-9-8 1-11-8 3-4-4 T 1%; ! 2-6.0 310.4 -3-0 S1-0 S6-0 7-68 Scale = 1:81.4 4.00 F12 5x6 = 4x5 eve ,,,, AD F GAE 4x8 % 2x4 II 4x4 = 5x8 = 4x4 = 4x5 = 6x8 = 4x6 = 2x4 II 4x4 = 4x8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.36 N -P >981 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.94 Vert(TL) -1.37 N -P >257 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.18 K n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 280 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x6 OF SS G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) K=161110 -5 -8,A=1214/0 -5-8,Q=1481/0-3-8 Max Horz A=-108(LC 13) Max UpliftK=-168(LC 5), A=34(LC 4), Q=93(LC 4) BRACING - TOP CHORD BOT CHORD WEBS JOINTS FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A-13=2958/115, B -C=-2084/118, C -D=-1941/142, D -E=1891/158, E -AD= -998/0, F -AD= -928/33, F -AE= -713/13, G -AE= -759/0, G -H=2149/144, H-1=3828/304, I -J=-3897/423, J -K=-4194/415 BOT CHORD A -T=-43/2771, S -T=-43/2771, R -S=0/1906, Q -R=0/1906, P-01=0/1899, O -P=-161/3604, N-0=161/3604, M -N=-389/5318, L -M=-394/5322, K -L=333/3946 WEBS E -Q=610/53, I -L=-1551164, J -L=0/821, G -P=-80/912, E -U=-1178/173, G -U=-1188/175, H -N=79/1316, H -P=-2247/294, I -N=-1906/253, B -T=0/289, B -S=940/160, G0=308/300 Structural wood sheathing directly applied or 4-0-1 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: P -Q. 1 Row at midpt I -L, H -P, I -N 1 Brace at Jt(s): U MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BUTTE COUNTY BUILDING DIVISION APPROVED 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) 200.01b AC unit load placed on the top chord, 20-3-0 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 Ib uplift at joint K, 34 Ib uplift at joint A and 93 Ib uplift at joint Q. 9) 'Semi-rigid pitchbreaks with fixed 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. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M147473 rev. 10/0312015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based a* upon parameters shown. and is for an individual building component. not a truss system. Before use, the building designer must verity the opplicobdty of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Q9s) ESSION Z =��O P�(0N10 ,SF Fye/ -Co C 76428 z v EXP. 12/31/2016 m CIV OL, �FOF CALF April 19,2016 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty P ywebb, Paul' I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 847099965 1601104 All Roof Special Girder 1 240 Job Reference optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MTek Industries. Inc. Tue Apr 19 05:15:42 2016 Page 1 I D:Op9DgAVonUYgwOvhu3ODmizXNYb-FcjtG8Y1 Q t OOvRiu2AigaFtwS6_klb4uEwxN 1 mzPDoF 4-10.6 8-4-0 12-7-10 16.6-4 20.-0 25.2-6 30.1-11 I 357-1 40.7-1 4 4-10-6 3-10.10 110-10 3-10-10 3$-12 4-11-6 .. 4-11-6 4-11-0 56-0 5-0-15 Scale = 1:81.4 4.00 12 6x6 = V U T S R AG AH D Y O N At AJ AK M AL 4x8 % 2x4 II 4x4 = 4x4 = 4x6 4x8 = 4x5 = 2x4 II HUS26-2 4x5 = 4x8 = 4x6 = Special NAILED JUS24 1 4-10.6+ 12-7-10 16-6.4 20.3-0 252-6 30-1.11. _, 351-1 40-7-1 46-0-0 4-10.6 9-1a-10 '1-10.10-10-10 1-8-12 4-11.6 d-11-6 4-11.6 51i-0 54.15 4x8 ZZ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.12 M -N >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.57 Vert(TL) -0.41 M -N >870 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.82 Horz(TL) -0.02 S n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 586 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x6 CF SS G WEBS 2x4 OF Stud/Std G BRACING - 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. REACTIONS. (Ib/size) L=1762/0-58, A=424/0-5-8, S=4208/0-3-8 Max Harz A=-108(LC 9) Max UpliftL=-314(LC 9), A=685(LC 20), S=495(LC 5) Max Grav L=1789(LC 20), A=202(LC 13), S=4208(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-471/2284, B -C=-482/2773, C -D=-459/3091, D -E=445/3124, E -F=-454/3600, F -G=414/3547, G -H=-77/799, H -I=-119/828, I -J=-1539/310, J-AE=4695/875, AE-AF=4695/875, K -AF= -4695/875, K -L=5061/907 BOT CHORD A -V=2133/566, U -V=-2133/566, T -U=-2622/606, S -T=-2948/606, R -S=1628/369, R-AG=1628/369, AG -AH= -1628/369, Q -AH= -1628/369, P -Q=-194/1430, O -P=-194/1430, N-0=884/5227, N -AI= -882/5175, AI -AJ= -882/5175, AJ-AK=882/5175, M -AK= -882/5175, M -AL= -821/4782, L -AL= -821/4782 WEBS B -U=755/132, C -U=0/372, C -T=699/128, E -T=38/434, E -S=-088/168, F -S=401/129, H-10=381/159, 1-0=-2342/452, 1-0=-171/1379, J -0=4019f/30, J -N=37/644, J -M-534/216, K -M=-91/1026, G -S=-3570/522, G -Q=329/1878 rr w® al *21 NOTES- (16) 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. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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 314 Ib uplift at joint L, 685 Ib uplift at joint A and 495 Ib uplift at joint S. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Use USP HUS26-2 (With 16d nails into Girder 8 16d nails into Truss) or equivalent at 37-7-8 from the left end to connect truss(es) to ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE Mil -7473 rev. 1010312015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is loran individual building component. not o truss system. Before use. the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always reclu'ved for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Crlterla, DSB-89 and BCSI BuBding Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Q�Qf ESSIOAIgl =CSO P�iONIO C 76428 z EXP. 12/31/2016 rn S1T� CIVIL. TFOF CAt April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type city Ply Webb, Paul 847099965 I 1603-104 All Roof Special Girder 1 Z Job Reference (optional) SYSTEMS PLUS LUMBER CO. ANDERSON, CA 7.640 s Sep 29 2015 M1Tek Industries, Inc. Tue Apr 19 05:15:42 2016 Page 2 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-FcitG8Y1 01 OOvRiu2AigaFtwS6_klb4uEwxN 1 mzPDoF NOTES- (16) 12) Use USP JUS24 (With 10d nails into Girder 8 10d nails into Truss) or equivalent at 41-11-4 from the left end to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 15) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 Ib down at 37-11-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 16) 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: G-AC=70, G.t=-70, J -K=-70, K -Y=70, A -L=-20 Concentrated Loads (lb) Vert: AE=113(B) AF= -113(B) AI= -900(8) AJ=27(8) AK=27(B) AL= -258(8) ® WARNING - Verily design parameter, and READ NOTES ON THIS AND INCLUDED M/7EK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTek® connectors. This design is bused only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI BuOding Component Safety Information ovolabte from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply Webb, Paul PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.07 K -M >999 240 847099966 I 1601104 Al2 Common 2 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.03 1 n/a n/a BCDL 10.0 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 19 05:15:43 2016 Pape 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-joHFTUZfAKWtWbH4ctDv7SQOJ WN p1291 SagwaDzPDoE 6.9-0 1frE4 20.3.0 235-0 30-3-12 37-60 8.9-0 7-9-4 3-8-12 12-0 6-10-12 7-2-4 Scale: 3/16"=1' 4,00 12 5x6 = N M - - K J I 4x5 % 2.4 II 3x10 = 4x8 = 4x4 = 3x4 II 3x8 = 8-9-0 16-6-4 23-5.0 _ r 30-3-12 37-6-0 + &Q.n 7-4-4 6-10-12 6-10-12 7-2-4 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.07 K -M >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.24 N -P >816 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.03 1 n/a n/a BCDL 10.0 Code IBC2012fTP12007 (Matrix -M) Weight: 208 Ib FT = 20% LUMBER - TOP CHORD 2x6 OF SS G BOT CHORD 2x4 DF No.1&BV G WEBS 2x4 DF Stud/Std G BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. (Ib/size) A=473/0-5-8, M=2143/0-3-8, 1=730/Mechanical Max Horz A=1 IO(LC 12) Max UpliftA=-66(LC 4), M=222(LC 4), 1=-119(LC 9) Max Grav A=517(LC 19), M=2143(LC 1), 1=775(LC 20) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=646/97, B -C=-08/669, C -D=-52/824, D -E=0/755, E -F=473/214, F -G=503/152, 13-1-1=1169/203, H-1=-707/156 BOT CHORD A -N=132/570, M -N=-132/570, J -K=-155/1043 WEBS B -N=0/333, B -M=-1235/249, D -M=453/187, E -M=1256/117, E -K=-168/939, F -K=-387/159, G -K=741/161. H -J=-132/895 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: K -M. 1 Row at midpt B -M, E -M MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BUTTE COUNTY BUILDING DIVISION APPROVED 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. 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 209/6 has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 Ib uplift at joint A, 222 Ib uplift at joint M and 119 Ib uplift at joint I. 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. ® WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 01111.7473 rsr. 101032015 BEFORE USE Design valid for use only with MTekG connectors. This design is based only upon parameters shown, and is for on individual budding component, not o truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of 'individual truss web and/or chord members only. Additional temporary and permanent brocing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality criteria. DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. lee Street. Suite 312. Alexondrio. VA 22314. Q�OVESS/ONgZ =��O P�ZONIO J C 76428 Z ;)o Cr 0 -d- EXP. 12/31/2016 Amy CMI. \OFCN_ April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type Qty Ply Webb. Paul CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 847099967 1603.104 A13 ROOF SPECIAL 3 1 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.15 L -N >641 180 BCLL 0.0 ' Job Reference (optional) SYSTEMS PLUS LUMBER CO. ANDERSON, CA 7.640 s Sep 29 2015 MiTek inauslnes, me rue Apr 19 uxlD:aa tui a rage i ID:Op9DgAVonUYgwOvh u 3OD mizXNY b-B_rdhgZHxeek8lsG 9bk8ggzB_wkjm W XBh D OU6fz PDoD 710-1212-Cr14 17-3-0 21-10-0 26-8.8 _ r 7-10-12 a2 4-8-2 4-7-0 4-10-8 Scale = 1:46.7 5x6 = A L 5x6 2x8 II 4x10 = 2x4 II 7-10-12 12-6-14 17-3-8 21-10-0 26.8.8 7_1n.19 4-8-2 _ 4$-10 4-6-6 4-10.8 Plate Offsets (X Y) - [H:0-3-8 0-2-0] D0-2-120-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) 0.05 L -N >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.15 L -N >641 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(TL) 0.02 G n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 151 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.18BtrG 'Except' end verticals. D -J: 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 5-6-3 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 cluide. REACTIONS. (Ib/size) A=320/0-7-8, G=829/Mechanical, L=1220/0-5-8 Max Horz A=169(LC 27) Max UpliftA=587(LC 19), 13=1079(1_C 22), L=859(LC 19) Max Grav A=732(LC 40), G=1447(LC 39), L=1386(LC 40) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-13=1584/1485, B -C=-1516/1189, C -D=-1065/687, D -E=1546/1247, E -F=-2057/1589, F -G=1399/1097 BOT CHORD A -L=-1471/1464, K -L=-695/688, J -K=-770/794, D -I=-169/328, H-1=680/1094, GH=818/828 WEBS B -L=-1260/937, B -K=1011/1342, G -K=-537/442, I -K=-634/916, C-1=415/508, E -I=-711/702, E -H= -574/601,F -H=-1560/1990 Alk NOTES- (10) 1) Unbalanced root 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 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 587 Ib uplift at joint A, 1079 Ib uplift at joint G and 859 Ib uplift at joint L. 8) This truss has been designed for a total drag load of 4700 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 26-8-8 for 176.0 plf. 9) 'Semi-rigid pitchbreaks with fixed 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. ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NII -7473 rev. 101031015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ,bulding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPI) Qudtty Crlterla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. 99,0FESSION44 ONIO cc C 76428 z ;10 Of Q EXP. 12/31/2016 �m CiV�I ZOF CA1 April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss TypeQty DEFL. P y Webb. Paul I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 847099968 1603-104 Bot Roof Special Girder 1 2 Job Reference o tional SY5I tMS FLUS LUMetlK LU. Ar1Utr WN. l A Y co cv •.. n• • cn • ,u..avca, •.y .. �• ID:Op9DgAVonUYgwOvhu3ODmizXNYb-bZW mJscAF1017CarrjlrHl alj7frzpXdNBe8LzPDoA 4 s.e 7 10.12 12 6.14 17-3-0 21-0-8 25.6-0 30-8-7 3510.13 41-1-0 44-0-0 46-10.2 50-4-0 4-54 358 4-8-2 4-8.2 I 4-1-8 4T 1-8 5�2-7-I 52-7 3-2-12 2-0-2 3-5.14 Scale = 1:91.0 5x6 = 400 12 NAILED NAILED NAILED NAILED 4x4 E 4x5 ZZ NAILED NAILED NAILED NAILED NAILED D F 6x8 = 4x10 = 2x4 II 504 = 5x6 = 6xfi G At H AJ AK AL I AM AN J AO KAP 4x4 4x4 C L B 1§3 10 7x8 = U T AO AR S RAS AT O AU AV P AW AX NAY M A Z Y X W 4x5 - 4x4 = NAILED 4x6 = 5x14 = 3x4 II 4x10 = 2x4 II 05 4x5 2x4 II 40 = 4x12 = 3x4 II THD26-2 2x4 II NAILED NAILED NAILED JUS24 I NAILED NAILED NAILED NAILED NAILED 4-5-0 7-10.12 12-6-14 17-3-8 21-4-8 25 .6.0 30-8-7 3510-13_ 41-1-4 44-0-0 46-10-2 i 50.4-0_ . � d I9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.20 S -T >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.64 Vert(TL) -0.68 S -T >587 180 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(TL) 0.05 P n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 628 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 'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. E -W: 2x4 OF Stud/Std G WEBS 2x4 DF Stud/Std G *Except' H-Q,J-Q: 2x4 DF No.2 G REACTIONS. All bearings 0-7-8 except (jt=length) Y=0-5-8, P=13.5-8. (lb) - Max Horz A=112(LC 27) Max Uplift All uplift 100 Ib or less at joint(s) except A=1415(LC 20), M=828(LC 1), Y=-513(LC 4), P=-845(LC 5) Max Grav All reactions 250 Ib or less at joint(s) A, M except Y=4344(LC 1), P=5402(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=62414238, B -C=-662/4944, C -D=-204/893, D -E=1149/182, E -F=-1147/177, F -G=3277/474, G -AI= -7419/1100, AI-AJ=7422/1100, H -AJ= -7424/1101, H -AK= -707/166, AK-AL=707/166, I -AL= -707/166, I-AM=707/166, AM -AN= -707/166, AN -AO= -707/166, J -A0=707/166, J -AP= -075/3530, K-AP=475/3536, K -L=-526/3773, L -M=323/2473 BOT CHORD A -Z=3953/641, Y -Z=-3953/641, X -Y=4656/702, E -V=32/395, U -V=-34913078, T -U=1037/7476, T-AO=899/6086, AO -AR= -89916086, AR -AS= -899/6086, S -AS= -899/6086, R -S=89916086, R -AT= -899/6086, Q -AT= -899/6086, Q -AU= -6062/932, AU -AV= -60621932, AV-AW=6062/832, P -AW= -6062/932, P -AX= -6062/932, O -AX= -6062/932, O-AY=22861324, WAY=2286/324, M -N=-2286/324 WEBS B -Y=7741130, C -Y=-3857/506, C -X=559/4525, D -X=2057/302, V -X=-803/241, D -V=273/2125, F -V=2599/431, F -U=-245/1976, G -U= 4848/759, G -T=219/877, H -T=141/1411, H -S=01672, H -Q=-5738/852, 1-0=577/231, J -Q=-1093/7162, J -P=4754/857, J-0=445/2882, K -O=-1106/213, L-0=1483/261, L -N=67/564 BUTTE COUNTY BUILDING DIVISION APPROVE® NOTES- (16) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follcws: 2x6 - 2 rows staggered at 0.9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc, 2x4 - 1 row at 0.9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=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) 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. ® WARNING. Verfy design Parameter; and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mil -7473 rev. 1WO312015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for on individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collopse with possible personal injury and property damage. For general guidance regarding the fobricotion, storage. delivery, erection and brocing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexondrio. VA 22314. 4OVESSIO&Z, iON 10 y�/P 2c2 C 76428 z M Cr v * EXP. 12/31/2016 Clo- TFO April 19,2016 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty P b, Paul 847099968 joeb"Reference 1603.1 D4 801 Roof Special Girder 1 �f L (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA r.ovv s aep— cu ra miienc irwusures• 4" Tu. "j'H' lj7zpXNyc4 ID:Op9DgAVonUYgwOvhu30DmizXNYb-bZWmJscAEZ017CarrradeLz PDoA NOTES- (16) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1415 Ib uplift at joint A, 828 Ib uplift at joint M, 513 Ib uplift at joint Y and 845 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. 11) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 12) Use USP THD26-2 (With 16d nails into Girder 8 10d nails into Truss) or equivalent at 26-10-0 from the left end to connect truss(es) to back face of bottom chord. 13) Use USP JUS24 (With 10d nails into Girder 8 10d nails into Truss) or equivalent at 46-3-4 from the left end to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 16) 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: E-AC=70, E -G=-70, G -K=70, K-AG=70, A -W=-20, M -V=-20 Concentrated Loads (lb) Vert: K= -134(B) R= -33(B) 0=-33(B) A1= -134(B) AJ= -134(B) AK= -134(B) AL=134(B) AM= -134(6) AN= -134(8) AO= -134(B) AP=134(8) AO= -1366(B) AR= -33(B) AS= -33(B) AT= -33(B) AU= -33(B) AV=33(B) AW= -33(B) AX=33(B) AY= -228(8) i ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTekO connectors. This design is based only upon parameters shown. and is for an individual budding component, not a truss system. Before use, the budding designer must verity the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent codopse with possible personal injury and property damage. For general guidance regarding the fobrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPil Quality Criteria, DSB-89 and BCSI Budding Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. MiTek' 7777 Greenback Lane Jab Truss Truss Type LOADING (pso Webb, Paul CSI. DEFL. in �Oty JPly1 847099969 1603.104 B02 Roof Special 1 1 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.45 Vert(TL) -0.58 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc Tue Apr 19 05:15:48 2016 Page 1 I D:Op9DgAVonUYgwOvhu3ODmizXNYb-4 m48XBdo?t89d M91 OQ p4q W 7utX37 i H MncrOh FQzP Do9 4 V' 7-10.12 4-8.2 4-8-2 510-7 510.7 570-7 1-2-1 &0-0 5x6 = 4.00 5x14 = Scale = 1:92.0 S T S R v. — 3x5 = 3x6 = 402 = 3x4 I 14x6 = 5x6 % 30 II 5x10 = 3x4 II 2x4 11 4x5 = Plate Offsets (X,Y) - [E:0 -6 -0,0 -3 -01,[M:0 -2-12,D-1-121,[0:04-0,0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.16 O -P >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.45 Vert(TL) -0.58 O -P >682 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(TL) 0.07 L n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) Weight: 254 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G 'Except* TOP CHORD Structural wood sheathing directly applied or 3-7-14 oc pudins. E -I: 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 4-6-6 oc bracing. BOT CHORD 2x4 DF No. 1&Btr G *Except* WEBS 1 Row at midpt E -Q, F -M D -R: 2x4 DF SIud,Std G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud/Std G *Except* be installed during truss erection, in accordance with Stabilizer I F-M,H-M: 2x4 DF No.2 G Installation guide. REACTIONS. All bearings 0-7-8 except (jt=length) T=0-5-8, L=0-5-8. (Ib) - Max Horz A=112(LC 8) Max Uplift All uplift 100 Ib or less at joints) except A=396(LC 20), J=-208(LC 1), T=-2021LC 5), L=-334(LC 5) Max Grav All reactions 250 Ib or less at joint(s) A, J except T=2445(LC 1), L=2532(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=191/1701, B -C=-431/110, C -D=-1160/181, D -E=-1202/167, E -F=-2745/381, F -G=773/185, G -H=-773/185, H -I=-107/1415, I -J=179/1635 BOT CHORD A -T=1504/234, S -T=-1504/234, D -Q=0/355, P -Q=283/2742, O -P=-286/2362, N-0=286/2362, M -N=-286/2362, L -M=-1914/260, K -L=1914/260, J -K=1460/210 WEBS B -T=2261/268, B -S=189/2034, C -S=-1014/136, Q -S=-58/320, C -Q=-98/998, E -Q=1809/292, F -P=-58/420, F -M=-1754/215, G -M=400/148, H -M=386/2951, H -L=2473/370, H -K=129/1098, I -K=-8281156 BUTTE COUNTY BUILDING DIVISION APPROVED NOTES- (9) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 396 Ib uplift at joint A, 208 Ib uplift at joint J, 202 Ib uplift at joint T and 334 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) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. AWARNING-Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/0V2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIJTPII Quality Criteria, OSB -89 and BCSI Building Component Safety Information ovoloble from Truss Plate Institute, 218 N. Lee Street, Suile 312. Alexandria. VA 22314. �QVESSIONq QON10 lF 7642 C 8 z � Cr 0 EXP. 12/3112016 CIVI\- �TFOF CAl1F April 19,2016 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply Webb, Paul 1.15 TC 0.54 TCDL 15.0 Lumber DOL 1.15 807099970 1603.104 B03 Roof Special 1 1 Code IBC20121TP12007 (Matrix -M) LUMBER - Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc Tue Apr 19 05:15:49 2016 Page 1 I D:Op9DgAVonUYgwOvhu3ODmizXNYb-Yye WkXdQmAGOFWkEy8KJNjg2oxOzRlSwrV7FnszPDo8 7-10.12 121s 14 17-3-0 I 21-f'0 i 27-8-12 '�-1-4 40-4-0 50-0-0 1-10-12 4-8-2 4.8-2 4-3-0 6-2-12 6.4-11 6.2-12 10.0-0 5x6 = 4.00 12 6x8 = 3x8 = 3x8 = 7x14 M18SHS = Scale = 1:92.0 R O P 3x5 = 2x4 II 4x8 = 3x5 = 4x10 = 4x8 4x6 = 3x4 II 5x10 = 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.54 TCDL 15.0 Lumber DOL 1.15 BC 0.47 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 BCDL 10.0 Code IBC20121TP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G'Except* E -H: 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G *Except* D -P: 2x4 DF Stud/Std G WEBS 2x4 DF Stud/Std G *Except* H -J: 202 DF No.1 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.12 M -N >999 240 MT20 220/195 Vert(TL) -0.47 M -N >835 180 M18SHS 220/195 Horz(TL) 0.10 J n/a n/a Weight: 260 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-5-14 oc bracing. WEBS 1 Row at midpt F -K, G -J MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-7-8 except (jt=length) R=0-5-8, J=0-5-8. (lb) - Max Horz A=112(LC 8) Max Uplift All uplift 100 Ib or less at joints) I except A=-282(LC 20), R=-190(LC 5), J=-295(LC 5) Max Grav All reactions 250 Ib or less at joint(s) A, I except R=2325(LC 1), J=2347(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=148/1355, B -C=-594/111, C -D=-1352/213, D -E=-13631206, E -F=-2375/351, F -G=1212/273, G -H=-14/1038, H -I=-124/1355 BOT CHORD A -R=1178/195, Q -R=-1178/195, D-0=-44/508, N-0=230/2380, M -N=28212376, .z L -M=282/2376, K -L=282/2376, J -K=-154/1212, I -J=1176/165 WEBS B -R=2145/257, B -Q=-180/1912, C -Q=-994/140, O -Q=-69/439, C-0=93/945, E-0=1433/240, F -M=0/269, F -K=-1316/145, G -K=0/704, G -J=2517/321, H -J=-9991231 BUTTE COUNTY BUILDING DIVISION APPROVED 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. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) 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 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) I except (jl=1b) A=282, R=190, J=295. 9) "Semi-rigid pitchbreaks with fixed 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. ® WARNING - Varlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/012015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based arty upon parameters shown, and is for an individual building component, not o truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent conapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and brocing of trusses and truss systems. see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information ovoloble from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. 4OFESS/ONq� =��0 P�(ONIO F2 Co 76428 z cr d- EXP. 12/31/2016 /rn * i -.4e CjVjl \OF CAI. April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type Qty TCLL 20.0 Webb, Paul 1.15 TC 0.40 TCDL 15.0 Lumber DOL 1ply� 847099971 1603-104 B04 Roof Special 1 1 Code IBC2012rrP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G 'Except' Job Reference o tional SYSTEMS PLUS LUMBER CO. ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc Tue Apr 19 05:15:50 2016 Page 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-08Cuxte2XUOtsgJOW rrYvxCFjKldADN339toKJzPDo7 7-10.12 14 17 129-.36-0.0 r 265--28--1122 362-0-1--84 68-0 42-0 , 950-012!2 4.87-10.12 5x6 = 4.00 12 6x8 = 3x8 = 3x6 = 5x6 = A T S R 7x8 = 2x4 I I 3x6 = 6x8 = 3x4 II 4x6 — 4x6 — 3x4 II 500 = 3x4 II 3x5 = 3x5 = 7-10-12 12.6.14 1 17-3-8 1980 25-8-12 i 32-1-0 i _ 38 4-0 41-1-0 50-0-0 7.10.12 4-&2 4r &10 2-2-8 6.2-126.2-12 2-4d 9-2-12 r LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.40 TCDL 15.0 Lumber DOL 1.15 BC 0.44 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 BCDL 10.0 Code IBC2012rrP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G 'Except' E -H: 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.l&BV G *Except* D -R: 2x4 DF Stud/Std G WEBS 2x4 DF Stud/Std G Scale = 1:92.0 DEFL. in (loc) 1/deft Lid PLATES GRIP Vert(LL) -0.10 O >999 240 MT20 220/195 Vert(TL) -0.40 O -P >999 180 Horz(TL) 0.09 K n/a n/a Weight: 264 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt G -L MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-7-8 except (jt=length) T=0.5-8, K=0-5.8. (lb) - Max Harz A=112(LC 8) Max Uplift All uplift 100 Ib or less at joints) J except A=-190(LC 20), T=173(LC 5), K=309(LC 5) Max Grav All reactions 250 Ib or less at joint(s) A, J except T=2231 (LC 1), K=2332(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-8=109/1078, B -C=-7771118, C -D=-1514/230, D -E=1503/233, E -F=-1999/295, F -G=1628/307, I -J=-98/1091 BOT CHORD A -T=925/160, S -T=-925/160, D -Q=-94/692, P -Q=-150/2009, O -P=228/2282, N-0=22812282, M -N=228/2282, L -M=-16211628, K -L=915/133, J -K=-915/133 WEBS B -T=2055/240, BS=161/1815, C -S=-9771137, O -S=741594, C -Q=-86/919, E-0=1217/190, E -P=0/357, F -P=-4361104, F-0=0/258, F -M=-773/78, GM=0/589, GL=1901/244, I -L=-136/1454, I -K=-2126/366 BUTTE COUNTY BUILDING DIVISION APPROVE® 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. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) J except (It=1b) A=190 , T=173, K=309. 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. ® WARNING - VwNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Nil -7473 rev. 1010312015 BEFORE USE Design vorid foruse only with MiTek® connectors. This design is based only upon parameters shown, and is for an individuol budding component, not a buss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stabdily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobricotion, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qually Criterto, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. O9'�'pFESS10&4� �(ON10 C 76428 z EXP. 12/31/2016 Irn * , 110 SOF CAL April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type Qty Ply Webb. Paul LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deb L/d ft47099972 I 1603-104 805 Roof Special 1 1 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.33 P-0 >999 180 Job Reference (optional) SYSTEMS PLUS LUMBER CO. ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc- Tue Apr 19 05:15:51 2016 Page 1 I D:Op9 Dg AVon UYgwOvh u 30DmizXNYb-U LmG9 DfgloWkUqu c4ZM nS81S I k4lvfcD I pcLslzPDo6 '111 7-10.12 4-8-2 4$-2 0. 0 6-3.5 6-15 635 4-9-4 4-1-8 57-4 5x6 = A T S R 2x4 II 4x5 — 3x4 II 402 = 3x4 II 4x8 = 4x4 = 5x6 = 4.00 12 _ 3x5 = 3x6 = 500 = 3x6 = 2x4 II 45 Scale = 1:92.0 i 7-10.12 12� 14 17-3-8 239-5 30.0.11 , 3Ea-0 r 41-1-4 452-12 50.40 1 0 7-10.12 4-8-2 x-8-10 6.5-1'16-'�S 4-0.4 's 5.1-0 Plate Offsets (X Y)— 1Q:0-2-8,0.3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.08 P >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.33 P-0 >999 180 EXP. 12131!20 6 m BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(TL) 0.08 L n/a n/a OF CAI-1F���\P BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual budding component. not Weight: 281 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.18Btr G *Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. D -R: 2x4 DF Stud/Std G WEBS 1 Row at midpt F -M 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. All bearings 0-7-8 except (jt=length) T=0-5-8, L=0.5-8. (lb) - Max Horz A=111(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) A except J=-111(LC 19), T=313(LC 4), L=-312(LC 5) Max Grav All reactions 250 Ib or less at joint(s) A, J except T=2087(LC 1), L=2308(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. [� BUTTE COUNTY TOP CHORD A -B=114/716, B -C=-995/183, C -D=-1723/315, D -E=1628/321, E -F=1809/335, (�� F -G=631/181, G -H=-7121168, H -I=-106/1096, I -J=105/619 BUILDING ®MSI®1 �0 BOT CHORD A -N= S -T=-609/98, 812151, O, K -K=-812151, N-0=22211809, 22298, -L M -N=22211809, L -M=-996/163, K -L=-551/114, J -K=-5511114 63, J APPROVED WEBS B -T=1916/374. BS=207/1663, C -S=-950/187, Q -S=110/837, C -Q=-97/922, E-0=7381130, E -P=0/274, E-0= 431nO, F-0=0/449, F -M=14651230, H -M=223/1958, H -L=1959/310.1 -L=-655/122 NOTES- (9) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 FESSlO 3) Provide adequate drainage to prevent water ponding. Q N q 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 OQ ONIO P�� fit between the bottom chord and any other members. =�� �fi 6) A plate rating reduction of 20% has been applied for the green lumber members. kl 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (jt --Ib) J=111 J C 76428 Z T=313, L=312. 0 8) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. EXP. 12131!20 6 m 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. * 'y H OF CAI-1F���\P April 19,2016 ® WARNING - Verify design paremef. and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE 01111-7473 rev. 10103/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual budding component. not �' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Cluallty Cdterta, DSB-89 and BCSI BuBding Component 7777 Greenback Lane Safety Information available from Tnns Plate Institute. 218 N. Lee Street, Suite 312, Alexondrio, VA 22314. Suite 109 Job Truss Truss Type LOADING (psf) Webb, Paul CSI. DEFL. in (loc) I/defl L/d PLATES GRIP IPlyI 847099973 1603.104 B06 California 10ty 1 1 Lumber DOL 1.15 BC 0.36 Vert(TL) -0.33 O -P >999 180 BCLL 0.0 ' Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MRek Industries, Inc rue Apr 19 05:15:52 2016 Page 1 I D:0 p9DgAV on U YgwOvhu30 DmizXNYb•yXKfMZg I35eb6_TpdGtO_M IcC8R Me8Y M XTM vOBzP Dos 7.10.12 4-B•6 SB -11 SB -11 S&11 510-3 9-2-12 3x4 II 6x6 = 3x5 = 3x5 = 5x6 = 4.00 12 D AB AC AD M AE 412 = 3x4 11 J 3x5 = 3x6 = 46 = 4x5 = 3x4 II 4x12 = 3x4 II 7x8 = 3x5 = 7-10.12 12-7-2 17-3-8 23.9-29-fr6 353-1 41-1-0 50-4-0 c 5� 10 5.IL11 50..11 5.10.3 9-2-12 Scale = 1:92.0 Plate Offsets (X Y) - [H:0-3-0,0-241, [P:0-2-4 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.08 K -Y >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.36 Vert(TL) -0.33 O -P >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(TL) 0.08 K n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 269 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF SS G *Except* TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins. E -H: 2x4 OF No.18Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 OF No.1&Btr G *Except* WEBS 1 Row at midpt G -L D-0: 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 OF Stud/Std G be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS. All bearings 0-7-8 except (jt=length) S=0-5-8, K=0.5-8. (lb) - Max Horz A=116(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) A, J except S=-313(LC 4), K=-281 (LC 5) Max Grav All reactions 250 Ib or less at joint(s) A, J except S=2127(LC 1), K=2118(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-8=115/716, B -C=-1044/182, C -D=-1783/313, D -E=1744/335, E -F=-2088/370, F -G=18701344, G -H=-1017/239, H -I=-1163/232, I -J=95/602 BOT CHORD A -S=587/94, R -S=-587194, P-AB=206/1683, AB-AC=206/1683, O -AC= -206/1683, O-AD=245/2088, N -AD= -245/2088, M -N=-204/1870, M -AE= -204/1870, L -AE= -204/1870, K -L= -515/114,J -K=-515/114 WEBS B -S=1956/374, 8-R=-207/1715, C -R=-985/188, P -R=115/886, C -P=-92/921, E -0=101/634,F -O=-287/147, F -N=-327/55, GN=0/381, G -L= -1160/187,1-L=200/1622, I -K=1928/358 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. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, J except Qt=1b) S=313, K=281. 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. ® WARNING - Verffy design parametens and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE Design valid for use only with Mgek0 connectors. This design is based only upon parameters shown, and is for on individual budding component, not a truss system. Before use. the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Dually Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Q�OfESSIO& =��O ONIO F2 — 0 C 76428 �- 2m Cr z d- EXP. 12/31/2016 /r on *I I / CIVIL \FOF CAL April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type 4-1.8 S-1-4 Plate Offsets (X Y)— [F:0-3-12,0-2-41, [H:0-3-12,0-2-41, [0:0-3-8,0-2-01, [T:0-6-4 0-4-41 Webb, PaulRd709997d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in 1plyI PLATES GRIP 1603-104. B07 California 10ty 1 Job Reference (optional) J7bS I tMJ YLUJ LUM=K l.U, —t—U.. t,t, •" • `•^ • •• ' ID:Op9DgAVonUYgwOvhu3ODmizXNYb-OjllavgxgPmSj72?B_PFXZgmkYnNNaRWm75SwezPDo4 I 710.12 12-7-2 17-3-8 20.0.15 26-6-0 333-1 37-2-3 41-1-0 452-12 50-0-0 — I 1-10.12 4-8-6 4-8-6 2-9-7 6.7.1 6.7-1 3-11-1 3.11-1 4-tA 51-4 4.Oo 12 5x6 = " Yiw 5.6 3x8 = 5x6 W V U 3x8 = AF 2x4 I I AG 3x6 = 4x8 = 4x8 = 3x6 = 2x4 II 4x5 L A 4x5 3x4 II 4x12 = 3x4 II = Scale = 1:93.8 7-11, 12-7-2 17-3-8 20.0.15 26.8-0 33.3.1 I _ 37-2-3 41-1-4 45.2-12 . 50-4-0 - 7 10.12 4.8-6 48.6 2'1-11-1 4-1.8 S-1-4 Plate Offsets (X Y)— [F:0-3-12,0-2-41, [H:0-3-12,0-2-41, [0:0-3-8,0-2-01, [T:0-6-4 0-4-41 ';OESSIO/v LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.07 R -S >999 240 MT20 2201195 TCDL 15.0 Lumber DOL 1.15 BC 0.38 Vert(TL) -0.27 R -S >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(TL) 0.07 N n/a n/a April 19,2016 BCDL 10.0 Code IBC20121TP12007 (Matrix -M) �' a truss system. Before use, the building designer must verify the oppricobiliry of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Weight: 287 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 4-9-3 oc purlins. F -H: 2x4 DF No. I&BIT G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G *Except* WEBS 1 Row at midpt G -S, G -P E -U: 2x4 DF Stud/Std 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 guide. REACTIONS. All bearings 0-7-8 except Qt=length) W=0-5-8, N=0-5-8. (lb) - Max Harz A=127(LC 8) Max Uplift All uplift 100 Ib or less at joints) L, A except W=-305(LC 4), N=286(1 -C 5) Max Grav All reactions 250 lb or less at joint(s) L, A except W=2054(LC 1), N=2232(LC 1) BUTTE COUNTY FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. pL®tl ��®'v I V I ®N TOP CHORD A -B=111/598, B -C=-1087/163, C -D=-1004/179, D -E=-1841/317, E -F=-17741324, ��' F -G=1660/322, G -H=-11361252, H -I=-1229/245, 1-J=6601163, J -K=-70/896, �® K -L=-71/415 �� �� BOT CHORD A -W=466/82, V -W=-466/82, S -T=-217/1718, S -AF= -188/1786, R -AF= -188/1786, R-AG=188/1786, O -AG= -188/1786, P-0=188/1786, O -P=-12/573, N-0=806/133, M -N=361/82, L -M=-361/82 WEBS B -W=1884/367, B -V=198/1635, D -V=-982/194, T -V=-1391905, D -T=98/916, F -S=0/272, G -S=329/77, G-R=0/303,'G-P=898/150, I -P=95/869, 1-0=-1053/155, J -O=-184/1766, J -N=-1884/286, K -N=634/124 NOTES- (9) 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=25f1; Cat. II; Exp C; enclosed; MWFRS ';OESSIO/v (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 e ONIO 3) Provide adequate drainage to prevent water ponding. h14 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 = 1O..Opsf. UO C 76428 6) A plate rating reduction of 20% has been applied for the green lumber members. _`Ui 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) L, A except 011=1b) EXP. 12/3112016 W=305, N=286. * 'L k 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. �\ OFCA�1 April 19,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE Design valid far use only with MTeko connectors. This design is based only upon parameters shown, and is for an individual building component. not �' a truss system. Before use, the building designer must verify the oppricobiliry of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always required far stability and to prevent collapse with possible personal injury and property damage. For general guidance regording the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Crlterla. DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply Webb. Paul 42 2 411 1 4-11-1 LOADING (psi) SPACING- 2-0-0 CSI. 847099975 1603-104 808 California 1 1 Vert(LL) -0.18 P -O >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.59 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MTek Industries, Inc Tue Apr 19 05:15:54 2016 Page 1 ID:Op9DgAVonUYgwOvhu3ODm"IzXNYb-uwRPnFhZbjuJLHcBlhwU4nNz5y3L620f nrOT4zPDo3 r 7-10-12 12-7-2 17-3.8 22-0-15 26-8-0 31-3.1 36-2-3 41-1-0 50.4-0 7-10-12 4-8-6 4-9-74-7-1 4-11-1 411-1 9-2-12 4.00F1 2 5x6 = 3x5 = 5x6 = Scale = 1:93.8 xo — AD AE O 4 U T S 3x8 = 3x6 = 3x8 = 3x4 II 4x6 = 4x5 = 3x4 II 4x12 = 3x4 II 3x8 = 7-11 212-7-2 17-3-8 22-0.15 31-3-1 36-2-3 41-1-4 50-4-0 9-2-12 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 7 10-12 4-8-6 48-6 4 0.7 Plate Offsets (X Y) - [F:0-3-0,0-2-41, [H:0-3-0,0-2-4], [N:0-3-8,0-1-81, [R:0-6-4,0-4-81 42 2 411 1 4-11-1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.18 P -O >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.59 Vert(TL) -0.56 P -O >716 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.08 M n/a n/a April 19,2016 BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) �' a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overoll budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Weight: 280 Ib FT = 20% LUMBER- BRACING- r TOP CHORD 2x6 OF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 5-0.4 oc purlins. F -H: 2x4 OF No.18Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.18Btr G 'Except' MiTek recommends that Stabilizers and required cross bracing E -S: 2x4 DF Stud/Std G be installed during truss erection, in accordance with Stabilizer WEBS 2x4 OF Stud/Std G Installation guide. REACTIONS. All bearings 0-7-8 except Qt=length) U=0-5-8, M=0-5-8. (lb) - Max Horz A=138(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) A, L except U=299(1_C 4), M=-237(LC 5) Max Grav All reactions 250 lb or less at joint(s) A except U=2080(LC 1), M=2028(LC 1), L=295(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BUTTE COUNTY TOP CHORD A -B=105/555, B -C=-1158/176, C -D=-1962/307, D -E=-1927/317, E -F=-1837!302, BUILDING DIVISION F-G=1686/306, G -H=-1418/281, H-1=-1533/273, I -J=1117/240, J -K=1170/223, K -L=-03/347 APPROVED BOT CHORD A -U=426/73, T -U=-426/73, O -R=-228/1840, O-AD=159/1682, AD-AE=159/1682, P-AE=159/1682, O -P=-68/1024, N -O=-68/1024, M -N=-275/66, L -M=275!66 WEBS B -U=1911/361, B -T=189/1665, C -T=-1015!190, R -T=-1441975, C -R=-105!981, F-0=0/301, GP=526/142, I -P=-43/619, I -N=-736/104, K -N=129/1423, K -M=-1832/315 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. 5)' This truss has been designed for live load 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will Q �OFESS/OkI" y 4 a of fit between the bottom members, with BCDL = 10.Opsf. �� �(ONIO L, chord and any other 6) A plate rating reduction of 20% has been applied for the green lumber members. Gj 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, L except Qt=1b)J C 7642 8 1 U=299, M=237. 8) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q EXP. 12/31/2016 m 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. CIV] T�TFOFCAI April 19,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE NII -7473 rev. 10/03/2015 BEFORE USE- SEDesign Designvalid for use only with MTek0 connectors. This design is based only upon parameters shown. and is for on individual budding component, not �' a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overoll budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ■■ . M iTek' ' is otwoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/71`11 Quality CMedo, DSB-89 and BCSI Budding Component Solely Information ovolable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite I.P. _ - Job Truss Truss Type Oty Ply Webb, Paul CSI. DEFL. in (loc) I/defl L/d R47099976 1603-104 809 Hip 1 1 Vert(LL) -0.07 M -AB >999 240 MT20 220/195 TCDL 15.0 Lumber DOL. 1.15 Jab Reference (optional) SYSTEMS PLUS LUMBER CO. ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc rue Apr 19 05:15:55 2016 Page 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-M6?n?biBM00AzRBNJORjc_w8rLRUrOYpDRaZ7 WzPDo2 i 5-4-12 11-9.3 r 5.4.12 6-0-7 X4.6-0 28--0 364-11-1 0 46.11---4 V7 110 10 50.4-0 9-2-12 Scale = 1:93.8 4.00 6x8 = 4x4 % F G 5x6 = 4x4 A V U T S R AE 3x8 = 3x6 AF 4x8 = 3x4 II 4x6 4x5 3x4 II 3x6 = 4x10 = 7x8 = 3x4 II 7xB = Sd-12 11-9-3 18.1-9 24-3-8 28.10-0 34-11-10 i _ 41-1-4 50-0-0 �- c_�_�n Plate Offsets (X Y)- [G:0-5-0,0-3-01, 1N:0-3-8 0-2-01 [Q:0-6-0,0-4-121, jT:0-2-120-1-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.07 M -AB >999 240 MT20 220/195 TCDL 15.0 Lumber DOL. 1.15 BC 0.46 Vert(TL) -0.29 R -S >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.08 M n/a n/a BCDL 10.0 Code IBC2012JTPI2007 (Matrix -M) Weight: 292 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins. BOT CHORD 2x4 OF No.1SBV G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. F -R: 2x4 OF Stud/Std G WEBS 1 Row at midpt F -P 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. All bearings 0-7-8 except (jt=length) V=0.5-8, M=0-5-8. (lb) - Max Harz A=150(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) A, L except V=289(LC 4), M=-223(LC 5) Max Grav All reactions 250 Ib or less at joint(s) A except V=2015(LC 1), M=2159(LC 1), L=313(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=114/360, B -C=-2087/269, C -D=-2207/308, D -E=-2080/320, E -F=-2081/326, F -G=1671/292, G -H=-1664/287, H-1=1818/275, I -J=1411/252, J -K=-1534/231, K -L=-38/325 BOT CHORD A -V=265/43, U -V=-265/43, T -U=265143, S -T=-260/1903, F -Q=-60/636, O -AE= -157/1909, P -AE= -158/1906, O -P=-74/1368, O -AF= -74/1368, N -AF= -74/1368, M -N=-254159, L -M=254/59 WEBS B -V=1867/352, B -T=272/2259, C -T=521/155, E -S=321/105, Q -S=237/1978, F -P=541/117, H -P=-6/254, I -P=441487, I -N=-695/132, K -N=-135/1722, K -M=19671303 NOTES- (9) 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, 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 100 Ib uplift at joint(s) A, L except Qt=1b) V=289, M=223. 8) "Semirigid 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. ®WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 rev. 10/03/201 S BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for on individual budding component, not a truss system. Before use, the budding designer must verily the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPll Quality Criteria, DSB-89 and BCSI Budding Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Q�Of ESS/O/V 0N10 h�FyG1 CO 'P 2 0 C 76428 z * EXP. 31/2016 m of C L April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type l]ty Ply Webb, Paul 1.15 TC 0.33 TCDL 15.0 Lumber DOL 1.15 R47099977 1603.104 810 California 1 1 Code IBC2012rrP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G 'Except' Job Reference (optional) SYSTEMS PLUS LUMBER CO. ANDERSON, CA 7.640 s Sep 29 2015 Mrrek Industries, Inc Tue Apr 19 05:15:56 2016 Page 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-dZ9Cwjp7K81 abmas6yy9CSl GlnWatt yS5K6XyzPDol 5-4-12 10.11-8 tfi�-3 22-0.15 24 X3-9 , 27-45 31-31 36.2-3 41-1-0 r 50-0-0 �5-4-12 -6 12 5.6.12 5.6-12 2-2-9 3513 3•S13 NA 4-11-1 9-2-12 4.00 12 6x6 = 3x4 II 3x5 = 5x6 A X W V U AG T S. AH At 3 6 - 4x8 = 3x4 II 4x6 = 4x5 3x4 II 3x6 = 4x10 = 3x5 = 5x10 =3x4 II 4x8 = 7x8 = 5-4-12 10.11-8 16.6-3 22-0-15 24-3-8 31-3-1 36-2-3 _ r 41-1-0 50-4-0 u» Sfi_19 9_9_e R_t t_e 4_11_1 4-11-1 0.7_19 ' LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.33 TCDL 15.0 Lumber DOL 1.15 BC- 0.48 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 BCDL 10.0 Code IBC2012rrP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G 'Except' F -f: 2x4 DF No. 1&Btr G BOT CHORD 2x4 DF No.1&Bir G *Except* G -S: 2x4 DF Stud/Std G WEBS 2x4 OF Stud/Std G DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.11 Q -R >999 240 MT20 220/195 Vert(TL) -0.40 O -R >999 180 Horz(TL) 0.09 N n/a n/a Scale = 1:93.8 Weight: 296 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-13 oc puffins. 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. All bearings 0-7-8 except Qt=length) X=0-5-8, N=0-5-8. (lb) - Max Horz A=138(LC 8) Max Uplift All uplift 100 Ib or less at joints) A, M except X=-303(LC 4), N=249(LC 5) Max Grav All reactions 250 Ib or less at joint(s) A, M except X=2050(LC 1), N=2236(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=120/503, B -C=-1880/257, C -D=-2168/324, D -E=-2057/335, E -F=-1911/330, F -G=2000/351, G -H=-20091352, H -I=-1542/290, I -J=1667/284, J -K=-1153/239, K -L=-1206/222, L -M=64/516 BOT CHORD A -X=-401/59, W-X=A01/59, V -W=-401/59, U -V=245/1710, U-AG=254/2006, T-AG=254/2006, R-AH=173/1851, AH -AI= -173/1851, O -AI= -173/1851, P -Q=-68/1057, O -P=68/1057, N-0=-434/86, M -N=434/86 WEBS B -X=1908/358, B -V=284/2225, C -V=-611/161, C -U=-19/364, E -T=-390/139, F -T=453/46, R -T=154/1890, F -R=77/793, H -R=-48/382, H-0=697/155, 1-0=-4/256, J -Q=-68/737, J-0=858/128, L -O=-159/1665, L -N=-2039/326 BUTTE COUNTY BUILDING DIVISION APPS®\1E® NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, M except (jt=1b) X=303, N=249. 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. �pFESSIO/V ONIO C 76428 z ;10 EXP. 12/31/2016 m * / * . TFOF April 19,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 101032015 BEFORE USE Design valid for use only with WekO connectors. This design is based only upon parameters shown. and is for an individual building component, not �, o truss system. Before use. the bu Iding designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/71`11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109_ - Job Truss Truss Type Oty Ply Webb. Paul CSI. DEFL. in (loc) I/dell L/d PLATES GRIP 847099978 I 1603.104 1 811 California 1 1 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.34 Jab Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 S Sep 29 2015 MiTek Industries, Inc. rue Apr 19 05:15:57 2018 Page 1 1 D:Op9 DgAVonUYgwOvhu 30 D mizXN Y b -J U7YPG1RteGu CILmOpT BhP7Tc976J K45g13g 3 PzPDoO 14-12 12-8.13 20.0.15 24-3-8 28-9-5 33.3.1 37-2-3 Vill 5040 54-12 741 4-2-9 4-513 4-513 3-11-1 3-11-1 9.2-12 i 4.00 F12 6x6 = e.,e ; 4x5 = 3x5 = 5x6 = 4x4 A U V T S R AE K 3x5 =AF O 4x8 = 3x4 II 3x6 = 4x6 = 4x5 3x4 II 3X6 = 4x10 = 4x10 = 3X4 11 —I4x8 7 = 5-4-12 121-13 i 20-0-15 24-1 11 28-9.533.3.1 i 41-1-4 r __ 5040 AA_e A_tt'l e_L1'i 121-2-2__. 111_1 O_A79 r Scale = 1:93.8 Plate Offsets (X Y)- (H:0-3-0 0-2-41 [M:0-3-8 0-2-01 [0:0-6-0 0-5-41 [S:0 -1-12,0-2-0] [T:0-1-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.09 O >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.34 S -T >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.09 L nla n/a BCDL 10.0 Code IBC20121TP12007 (Matrix -M) Weight: 286 Ib FT = 20%, LUMBER-' BRACING - TOP CHORD 2x6 DF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 4-4-6 oc purlins. E -H: 2x4 DF No. 18Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.18Btr G *Except* WEBS 1 Row at midpt D -S F -R: 2x4 DF Stud/Std 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 guide. REACTIONS. All bearings 0-7-8 except (jt=length) V=0-5-8, L=0-5-8. (lb) - Max Harz A=127(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) K, A except V=297(LC 4), L=-279(LC 5) Max Grav All reactions 250 Ib or less at joint(s) K, A except V=1962(LC 1), L=2334(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A-13=911299, B -C=-2171/301, C -D=-2025/315, D -E=2052/340, E -F=2279/395, F -G=1959/337, G -H=-1344/280, 1-1-1=1439/274, I -J=-858/203, J -K=-106/729 BOT CHORD S -T=281/1979, O -AE= -255/2291, P -AE= -256/2290, P -AF= -195/1959, O -AF= -195/1959, N-0=195/1959, M -N=-37/719, L -M=-634/125, K -L=-634/125 WEBS B -V=1806/367, B -T=294/2251, D -T=-414/167, E -S=338/91, O -S=-205/1874, E-0=1031741, F -P=-562/95, GP=4/463, G -N=1027/165, I -N=-116/978, I -M=-994/145, J -M=179/1609, J -L=-2133/350 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. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) K, A except Qt=1b) V=297, L=279. 8) *Semi-rigid pilchbreaks 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. ® WARNING - Vertly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buclding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suile 312. Alexandria. VA 22314. Q�pFESS/O/V O N I O C 76428 z 0 EXP. 12/31/2016 m s1T CIV1\- �TEOF CAL�F�� April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type Oty Ply Webb. Paul CSI. DEFL. in (loc) I/defl Ud PLATES GRIP 847099979 I 1601104 B12 Roof Special 1 1 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.34 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. I ue Apr 19 ub:15:w zulb rage r ID:Op9DgAVonUYgwOvhu30 DmizXN Yb-JU7YPGIRteG u CILmOpTB h P?Tt97yJ MD5gl3g 3 PzPDoO 5-4-12 7-2-2 7.2-2 0. 19-8 5.0-4 5.0.4 7-62 65-14 4.00 12 8x8 = 5x6 = 4x4 = 5x6 = bxlz — rl T S R Q P AC M 5x10 = 3x4 II 3x5 = 3x6 = 4x6 = 4x5 3x4 II 3x6 = 4x8 = 4x12 = 3x4 II 5-4-12 12-6-14 19-9-0 24-3.8 29312 34-4-0 41-1-0 50-0-0 ASA cna Ltte Scale = 1:93.8 Lh16 P Plate Offsets (X Y}- [E:0-2-4,0-1-01, [0:0-8-4,0-4-01, [Q:0-3-0,0-2-01, [R:0-3-8,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL . 20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.09 O >999 •240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.34 N -O >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(TL) 0.10 K n/a n/a BCDL 10.0 Code IBC2012frP12007 (Matrix -M) Weight: 283 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 5-4-15 oc purlins. BOT CHORD 2x4 DF No.18BtrG *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. F -P: 2x4 DF Stud/Std G WEBS 1 Row at midpt G -L WEBS 2x4 DF Stud/Std G *Except* MiTek recommends that Stabilizers and required cross bracing B -R: 2x4 DF No.2 G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0.7-8 except (jt=length) T=0-5-8, K=0-5-8. (lb) - Max Harz A=123(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) J, A except T=-307(LC 4), K=-274(LC 5) Max Grav All reactions 250 Ib or less at joint(s) J, A except T=2026(LC 1), K=2254(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-13=1031421, B -C=-2136/303, C -D=-1993/317, D -E=-2115/356, E -F=-2508/433, F -G=2127/361, G -H=-1309/272, H -I=-1476/262, I -J=83/569 BOT CHORD A -T=322151, S -T=-322/51, R -S=322/51, Q -R=-279/1946, N-0=30112515, N-AC=232/2127, M -AC= -23212127, L -M=232/2127, K -L=-083/103, J -K=483/103 WEBS B -T=1871/376, B -R=309/2343, D-R=A52/170, E-0=377/101, O -Q=224/1942, E-0=131/898, F -N=-583/97, G -N=0/459, G -L=-1215/195, I -L=-219/1862, I -K=2056/359 BUTTE COUNTY BUILDING DIVISION APPROVED NOTES- (9) 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. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) J, A except Qt=1b) T=307, K=274. 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. ® WARNING - Vwiy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTekO connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobricotion, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Tens Plate Institute. 218 N. Lee Street. Suite 312. Mexandrio, VA 22314. V IL <o �pFESS1pNq QONIo C 76428 z 0 EXP. 12/31/2016 rn TFOF April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type Ory Ply Webb. Paul CSI. DEFL. in (loc) I/deft Ud PLATES GRIP 847099980 1 1603-104 B13 Roof Special 1 1 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.64 Vert(TL) -0.70 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc Tue Apr 19 u5:15:b9 2uib rage 1 ID:Op9DgAVonUYgwOvhu30OmizXNYb-FtFlgyliPFXbR2V9YEVfmg4 nKzldnGUO83Yn8HzPDo_ 5-4-12 12 6-14 1Q 30-3.12 36-0-0 41-1-4 50.4-0 i 5-0-12 7-2-2 7-2-2-9-8 6.0.4 6.0-4 4-9-4 9-2-12 4.00 12 2x4 11 6x6 = 4x5 = 6x6 = 3x5 = 5x6 = Scale = 1:93.8 U S T AD AE R 0-1. - N - 4 3x5 =3x6 = 5x10 = 3x4 II 4x8 4x5 3x4 II 3x6 = 4x10 = 3x4 II 410 = 5.4-12 12.6-14 22-6.0 24-3.8 30312 36-4-0 41.1-4 50-4-0 r.-w_,� 7 -?-z Q.11-9 1 -a -A 6-t1.4 6.0.4 4-9-4 9-2-12 Plate Offsets (X Y) - 11:0-3-0,0-2-41, [P:0-8-8,0-4-4]. [R:0-2-4.0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 • Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.21 R -S >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.64 Vert(TL) -0.70 R -S >613 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(TL) 0.12 L n/a n/a BCDL 10.0 Code IBC2012fTP12007 (Matrix -M) Weight: 274 Ib FT = 20% LUMBER- BRACING- TOP CHORD 2x6 DF SS G'Except* TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc purfins. F-1: 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 *Except* WEBS 1 Row at midpt E -S, F -R, H -M / G-0: 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud/Std G *Except* be installed during truss erection, in accordance with Stabilizer I B-S,P-R: 2x4 DF No.2 G Installation guide. REACTIONS. All bearings 0-7-8 except Qt=length) U=0-5-8, L=0-5-8. (lb) - Max Harz A=126(LC 8) Max Uplift All uplift 100 Ib or less at joints) K except A=116(LC 20), U=217(1_C 4), L=-305(LC 5) Max Grav All reactions 250 Ib or less at joint(s) K, A except U=2070(LC 1), L=2531(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-8=97/674, B -C=-1951/166, C -D=-1808/180, D -E=1946/268, E -F=2151/315, F -G=2579/354; G -H=-1950/324, H-1=611/183, I -J=730/179, J -K=-87/1207 BOT CHORD A -U=557/95, T -U=-557/95, S -T=557/95, S-AD=70/1715, AD -AE= -70/1715, R -AE= -70/1715, G -P=0/265, O -P=191/2609, N -O=-155/1950, M -N=-155/1950, L -M=1025/122, K -L=1025/122 WEBS B -U=1925/279, B -S=-147/2402, D -S=-501/228, E -S=156/282, E -R=117/921, F -R=1999/286, P -R=-100/2444, F -P=-192/1426, G-0=823178, H-0=0/588, H -M-.1683/177, J -M=163/1976, J -L=2334/375 BUTTE COUNT`( BUILDING DIVISION pppRi�VED NOTES- (9) 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. 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.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) K except Qt=1b) A=116, U=217, L=305. 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. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MIfEK REFERENCE PAGE M11.7473 rev. 10/03/2015 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, not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of irclividual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component Safety Information ovoloble from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. ()VESSION4 =CSO P�10NI0 ,SF c� 2 r° C 76428 z � EXP. 12/31/2016 m CIV11 OF CAL April 19,2016 MiTek' 7777 Greenback Lane JobTruss SPACING- Truss Type Qty P Webb, Paul 1.15 TC 0.15 TCDL 15.0 Lumber DOL 1.15 847099981 1603104 , B14 California 1 1 Code IBC2012rrPI2007 (Matrix -M) LUMBER - L -N >999 TOP CHORD 2x6 DF SS G *Except* Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MTek Industries, Inc Tue Apr 19 05:16:00 2016 Page 1 I D:Op9DgAVonUYgwOvhu3ODmizXNYb-j3pg2lmKAYfS3C4 L5y1 uJ2d01 M93W ihYNjlKfkzPDnz i 5.4.12 11-11-13 16-6-15 ,20-11-1 24.6.0 31.5-0 38-0-0 4310.2 50-4-0 5-4.12 '3615 6-11-0 6.11-0 5.6.2 6.5.14 5x6 = 4.00 6x8 = AxA = Scale = 1:93.8 A U T S R Q P rxo — 4x8 = 3x6 = 3x8 = 2x4 II 4x5 4x5 2x4 11 3x6 = 3x5 = 4x8 = 3x5 = 3x4 II 5-4-12 11-11-13 1&6-15 20.11-1 24-0-024 31-5-0 38d-0 43.1 0.2 50-4-0 Sd-12 67-11-4-2 :i-0-15 0- a 7-1A 611-0 5.6-z 6 -Sib LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.15 TCDL 15.0 Lumber DOL 1.15 BC 0.44 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 BCDL 10.0 Code IBC2012rrPI2007 (Matrix -M) LUMBER - L -N >999 TOP CHORD 2x6 DF SS G *Except* Horz(TL) D -E: 2x4 OF No.1&Btr G J n/a BOT CHORD 2x4 DF No.1&Btr G *Except* F -P: 2x4 OF Stud/Std G WEBS 2x4 DF Stud/Std G Weight: 287 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-4-15 oc bracing. FMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-5-8 except (jt=length) P=0-3-8. (lb) - Max Harz A=119(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) A except J=-155(LC 9), P=-273(LC 5), U=175(LC 4) Max Grav All reactions 250 Ib or less at joint(s) A except J=1046(LC 20), P=2314(LC 1), U=1011(LC 19) FORCES. (lb) -Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=8491159, C -D=-3861140, D -E=-2941159, E -F=-11/944, F -G=-1049/245, G -H=1566/311, H -I=-17031302, I -J=-2367/379 BOT CHORD R -S=1321737, O -P=-2281/290, F -O=-1086/284, N -O=-854/176, M -N=-103/1049, L -M=103/1049, K -L=308/2190, J -K=308/2190 WEBS B -U=8761240, B -S=-100/703, C -R=-5581127, D -R=-251/69, E-R=-8Or709, E -O=-1395/115, F -N=313/2128, G -N=-843/240, G -L=-75/603, I -L=675/154 BUTTE COUNTY BUILDING DIVISION PROVE® 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; Cal. 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 100 Ib uplift at joint(s) A except Qt=1b) J=155 , P=273, U=175. 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. Q�Qf ESSIONq` =��O ONIO U C 76428 � -7 Q 0 * EXP. 12/31120,J6,r April 19,2016 ® WARNING - Verily, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and k [or on individual budding component, not a truss system. Before use, the budding designer must verify the opplicobdity of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individuol truss web and/or chord members only. Additional temporary and permanent brocing - MITe {(• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage- delivery. erection and bracing of trusses and truss systems- see ANSI/TPll Quality Criteria, DSB-89 and SCSI Budding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. lee Street, Suite 312, Alexandria. VA 22314. Suite 109 0 DEFL. in (loc) I/defi Ud PLATES GRIP Vert(LL) -0.07 K -L >999 240 MT20 2201195 Vert(TL) -0.26 L -N >999 180 Horz(TL) 0.04 J n/a n/a Weight: 287 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-4-15 oc bracing. FMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-5-8 except (jt=length) P=0-3-8. (lb) - Max Harz A=119(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) A except J=-155(LC 9), P=-273(LC 5), U=175(LC 4) Max Grav All reactions 250 Ib or less at joint(s) A except J=1046(LC 20), P=2314(LC 1), U=1011(LC 19) FORCES. (lb) -Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=8491159, C -D=-3861140, D -E=-2941159, E -F=-11/944, F -G=-1049/245, G -H=1566/311, H -I=-17031302, I -J=-2367/379 BOT CHORD R -S=1321737, O -P=-2281/290, F -O=-1086/284, N -O=-854/176, M -N=-103/1049, L -M=103/1049, K -L=308/2190, J -K=308/2190 WEBS B -U=8761240, B -S=-100/703, C -R=-5581127, D -R=-251/69, E-R=-8Or709, E -O=-1395/115, F -N=313/2128, G -N=-843/240, G -L=-75/603, I -L=675/154 BUTTE COUNTY BUILDING DIVISION PROVE® 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; Cal. 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 100 Ib uplift at joint(s) A except Qt=1b) J=155 , P=273, U=175. 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. Q�Qf ESSIONq` =��O ONIO U C 76428 � -7 Q 0 * EXP. 12/31120,J6,r April 19,2016 ® WARNING - Verily, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and k [or on individual budding component, not a truss system. Before use, the budding designer must verify the opplicobdity of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individuol truss web and/or chord members only. Additional temporary and permanent brocing - MITe {(• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage- delivery. erection and bracing of trusses and truss systems- see ANSI/TPll Quality Criteria, DSB-89 and SCSI Budding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type LOADING (pso Webb, Paul CSI. DEFL. in (loc) I/dell Ud IPlyI 847099982 1603-104 815 California JQty 1 1 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.68 Vert(TL) -0.50 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.6401 Sep 29 2015 MiTek Industries, Inc Tue Apr 19 05:16:01 2016 Nage 1 I D:Op9DgAVonUYgwOvhu3ODmizXNYb-BGM2FenyxsnJhMfXffY7sFA7DmRSFEuhbN 1 tBAzPDny 54-12 , 10.11-13 i6-6.15 22-11-1 26-3-0 2660 335-0 40.4.0 - SI 4-12 5-7-1 5-7-1 64-2 2.2.8 611-0 611-0 10.0.0 7x8 = 3x4 II 6x8 = 4.00 12 6x8 = D F F 4x8 = 7x8 = A U T S R AD a P 8x8 = 3z66 = 4x5 2x4 11 3x6 = 3x5 = 3x5 = 3x4 11 3x6 = 2x4 I I 3x8 = 3x5 = 24.38 166-15 1- 3 s-0 40-4-0 0 54.12 87.1 57-1 6-0-2 1-0.1 2.2.8 611-0 611-0 tOhO 4x5 Scale = 1:93.8 Plate Offsets (X Y)- [E:0-2-0,0-2-121, [G:0-6-0 0-3-0) [0:0-2-12,0-2-121 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.12 K -AA >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.68 Vert(TL) -0.50 K -AA >633 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(TL) 0.06 J n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 268 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 4-6.10 oc purlins. G -I: 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 2-10-13 oc bracing. BOT CHORD 2x4 DF No.1&Btr G *Except* WEBS 1 Row at midpt 0-0, H -N F -P: 2x4 DF Stud/Std 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 guide. REACTIONS. All bearings 0-5-8 except (jt=length) P=0-3-8. (lb) - Max Harz A=108(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) A except J=-151(LC 5), P=-298(LC 5), U=182(LC 4) Max Grav All reactions 250 Ib or less at joints) A except J=1029(LC 20), P=2335(LC 1), U=1053(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=800/167, C -D=-556/174, D -E=0/474, E -F=35/862, F -G=-55/927, G -H=0/253, H -I=-1814/330, I -J=-1983/302 BOT CHORD R -S=139/695, R -AD= -771464, O -AD= -77/464, O -P=-2365/261, M -N=-172/1468, L -M=172/1468, K -L=172/1468, J -K=-205/1815 WEBS B -U=923/240, B -S=-114/761, C -R=-314/96, D -R=0/381, D -Q=-974/103, E -Q=63/1024, O -Q=-446/197, E-0=-1531/196, G -O=-1112/183, G -N=-45/914, H -N=-1893/284, H -L=0/266, H -K=42/388 BUTTE. COUNTY BUILDING DIVISION APPROVED 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. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A except at=lb) J=151 , P=298, U=182. 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. AWARNING - Veriy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ull-7473 rev. 101032013 BEFORE USE Design volld lar use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not o truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is otv oys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information avoiable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Q�Of ESS/o/V4 � pP�� 0 NIO C 76428 z EXP. 12/31/2016 r^ qT CMI. OF CN - April 19,2016 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS Webb. Paul (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 FESSIQ 3) Provide adequate drainage to prevent water ponding. AI q 1ply1 847099983 1603-104 816 California 1 1 lT 7) Refer to girder(s) for truss to truss connections.J r° C 7 642 8 Z � 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) J=140, T=124, P=344. Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries. Inc Tue Apr 19 05:16:02 2016 Page 1 I D:Op9DgAVonUYgwOvhu3ODmizXNYb-fSwRT_naiAvAI W EkDM3MOTill Arg_gjgq 1 nRkczPDnx 4-10-3 4-6.11 4-10.5 4-10.5 0.7- 3-6.15 6-11-0 6-11.0 4.00 F12 5x6 = 3x4 II 4x8 = 5x6 = C D E F 6x8 = 4x8 = 7x8 = Scale = 1:85.6 T S R Q P 3x6 = 3x6 —_ 2x4 II 3x5 = 4x5 3x4 II 3x5 = 4x8 = 3x5 = 4x4 II 4-10.3 9-4-15 14-3-323-4-0 30-3-0 _ 37-2-0_ 452-0 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.44 TCDL 15.0 Lumber DOL 1.15 BC 0.43 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 BCDL 10.0 Code IBC20121TP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G *Except* C-F,G-I: 2x4 DF No.1 &Btr G BOT CHORD 2x4 OF No.18Btr G 'Except' E -P: 2x4 DF Stud/Std G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) J=935/0-5-8, T=520/Mechanical, P=2580/0-3-8 Max Horz T=-54(LC 13) Max UpliftJ=140(LC 9), T=-124(LC 4), P=-344(LC 5) Max GravJ=940(LC 20), T=652(LC 19), P=2580(LC 1) DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.08 K -L >999 240 MT20 220/195 Vert(TL) -0.31 K -L >999 180 Horz(TL) 0.06 J n/a n/a BRACING - TOP CHORD BOT CHORD WEBS FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-13=738/161, B -C=-551/184, C-0=477/194, D -E=-137/1539, E -F=-140/1549, F -G=161/1562, G -H=0/292, H -I=-1782/320, I -J=1938/300, A -T=-606/148 BOT CHORD R -S=137/657, Q -R=-362/204, O -P=-2540/368, E-0=320/96, M -N=-221/1637, L -M=221/1637, K -L=221/1637, J -K=-220/1788 WEBS B -R=319/79, D -R=-53/733, D -Q=0/257, O -Q=3251188, D -O=-1614/202, F-0=478/76, G-0=1431/231, G -N=-35/855, H -N=-2038/305, H -L=0/282, A -S=-140/669 Weight: 243 Ib FT = 20% Structural wood sheathing directly applied or 4-6-1 oc purlins, except end verticals. Rigid ceiling directly applied or 3-2-15 oc bracing. 1 Row at midpt D -O, H -N MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BUTTE COUNTY ION BUa�_UINC ®IV APPROVED 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. 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 FESSIQ 3) Provide adequate drainage to prevent water ponding. AI q 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 live load 20.Opsf the bottom in 3-6-0 tall by 1-0-0 wide will=��0 Q F.Lc a of on chord all areas where a rectangle PONIO hr� 1 fit between the bottom chord and any other members. ,p �fi 6) A plate rating reduction of 20% has been applied for the green lumber members. lT 7) Refer to girder(s) for truss to truss connections.J r° C 7 642 8 Z � 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) J=140, T=124, P=344. �y EXP. 12/3112016 m 9) 'Semi-rigid pitchbreaks with fixed 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. CIV1�_ OFC April 19,2016 ® WARNING - V. -Iffy dwor, parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE Design vo5d for use only with MiTek® connectors. This design is based only upon parameters shown. and is for on individual budding component. not �, a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall ■■ budding design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent colopse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information ovoloble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type oty P yb, Paul SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP 847099984 Joeb"Reference 1603-104 B17 Roof Special Girder 1 2 (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mrrek Industries, Inc Tue Apr 19 05:16:03 2016 Pagge 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-7eUpgKoCTTllwgpwn4abxgFWGa74jAa_3hW_G2zPDnw 4 3-12 8-0 0 1'1.8-12 19-1-8 20-10-0 25-4-0 29-11-5 34l>-11 39-2-0 41-6-2 45.2-0 4-3-12 4-0-4 Sd-12 5-4-12 1-8-8 4-6-0 4-7-5 4-7-5 4-7-5 2-6-2 3.514 4.00 12 5x6 = 4x8 = 5x6 = 5x6 = 6x8 = A.n = A.A = Scale = 1:85.1 Y X W V U 7.8 = 4x6 = 2x4 11 HUS26.2 4x4 = NAILED 4.8 = 2x4 11 4x8 3x4 II 4x4 = 4x8 = 4x5 = 3x4 II 5x8 = • 4x4 = NAILED NAILEDJUS24 NAILED 4-3-12 8-4-0 13-8-12 19.1-8 10-10-q 25.4-0 29-11-5 34-C-11 39-2-0 , 41-8.2 , 45.2-0 i 4-3-12 4-0.4 5-d 12 S.d-12 18-8 4-6-0 4 7 5 4 7 S 4 7 S 2-6-2 3-5-14 Plate Offsets (X Y) - IG:0-2-12 0-3-01 [T:0-6-4.0-5-01 Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0.9-0 oc. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.08 O -P >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.67 Vert(TL) -0.27 O -P >999 180 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. BCLL 0.0 ' Rep Stress Incr NO WB 0.48 Horz(TL) 0.02 L n/a n/a 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Y=213, U=444. April 19,2016 Weight: 593 Ib FT = 20% LUMBER- BRACING - ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF SS G *Except* end verticals. E -U: 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 5-8-9 oc bracing. WEBS 2x4 DF Stud/Std G fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information ovoioble from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. REACTIONS. (Ib/size) L=1365/0-5-8, Y=327/Mechanical, U=3260/0-3-8 Max Horz Y=48(LC 13) Max UpliftL=-187(LC 9), Y=213(LC 23), U=444(LC 5) Max Grav L=1367(LC 20), Y=475(LC 19), U=3260(LC 1) COUNTY FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BUTTE TOP CHORD A -B=-479/277, B -C=-342/358, C -D=-291!356, D -E=-350!2971, E -F=-191!1836, �� NG DIVISION F -G=243/2001, G -H=-252/150, H -I=-4106/595, I -J=3136/438, J -K=-3314/444, K -L=-3302/474, A -Y=-429/229 BOT CHORD APPROVED R -S=67/332, O R=-4 63 04 , P-O=A26/3047, P -AD= -426/3047 AD -AE= -426 3047, O-AE=-426/3047, O -AF= -528/4106, AF-AG=528/4106, N-AG=528!4106, N -AH= -416/3092, M-AH=416/3092, L -M=-416/3092 WEBS B -W=350/78, C -W=-316/87, D -W=-96/1019, D -V=01365, T -V=-7071256, D -T=2476/330, E -S=306/2183, F -S=672/126, G -S=2383/371, G -R=102/1210, H -R=3019/437, H -P=4/372, H -O=-113/1148, I -N=-10431170, J -N=26/607, A -X=-255/431 NOTES- (16) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0.9-0 oc. f ESSIONq Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc, 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0.9-0 oc. �QQ 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 ��QNI� connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. C7 3) Unbalanced roof live loads have been considered for this design. U (-5 C 76428 �^ -r 4) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS X (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 EXP. 12/31/2 6 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. �Q 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. (0)FICA W 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) L=187, Y=213, U=444. April 19,2016 breaks with fixed heels" Member end fixity model was used in the analysis and desi n of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE Design valid for use only with MTeL4D connectors. This design is based only upon parameters shown, and is for on individual budding component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information ovoioble from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 -- Job Truss Truss Type Qty Ply Webb, Paul 847099984 I 1603-104 B17 Root Special Girder 1 2 Job Reference (optional) srst tms rlus w veers w, nrvut <aun, Un ID:OpgDgAVonUYgwOvhu300¢XNYb-cr28tgpgEn9uYgN6Kn5gTuohO_SJSdp7HLGlyoVzPDnv NOTES- (16) 12) Use USP HUS26-2 (With 16d nails into Girder 8 16d nails into Truss) or equivalent at 32-5-8 from the left end to connect truss(es) to front face of bottom chord. 13) Use USP JUS24 (With 10d nails into Girder 8 10d nails into Truss) or equivalent at 41-1-4 from the left end to connect truss(es) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED' indicates 3-10d (0.148"x3") or 3-12d (0.148'x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 16) 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 (pig Vert: A -C=70, C -F=-70, F -G=70, G -J=-70, J -AB= -70, U -Y=-20, L -T=20 Concentrated Loads (lb) Vert: N= -33(F) AD= -558(F) AE=33(1`) AF= -33(F) AG=33(1`) AH= -228(F) 13UTTE C®UN ®� 13UILDING ®IVIS APPROVE® ® WARNING - Verify design parametenr and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USF- Design SEDesign volid far use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not o truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTe k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Budding Component 7777 Greenback Lane Safety Information ovoioble from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95 Job Truss Truss Type Oty Ply Webb, Paul CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 847099985 1603.104 CO1 HIP GIRDER 1 2 Job Reference (optional) SYSTEMS PLUS LUMetK UU, ANUtKAUN. t.A ..F ....... -XI. ..... —..• .... •... — I D:Op9DgAVonUYgwOvhu3ODmizXNYb-OQkJWhrjXiXTPH6hOwfX5W PAVBVKfx5a_I UCPgzPDns 3.5 14 6-0-0 t 11-3-10 16-9.0 22-2-6 27-6.0 30-0-2 33-6-0 3-514 2-6-2 5-3.10 556 SS -6 5310 2-6.2 3-514 4.00 12 5x6 = NAILED C NAILED NAILED NAILED NAILED NAILED 4x8 = NAILED 2x4 II AA AB D AC AD AE E AF NAILED NAILED NAILED NAILED 010 = 4x8 = NAILED 5x6 = 3x4 F AG G AH At H 3x4 B UD I M N O Scale = 1:58.9 A R AJO AK AL P AM 0 AN AO N AP AO AR M AS AT L AUK J 4x8 2x4 11 4x8 NAILED NAILED 2x4 11 4.12 M18SHS = 4x8 = NAILED 20 11 NAILED 4xB 20 11 4x8 JUS24 NAILED NAILED NAILED NAILED _ NAILED NAILED NAILED JUS24 l NAILED 3-5-14 6-0-0 11-3-10 16.9-0 22-2-6 27-6-0 30-0-2 3316-0 9-5-14 2-6 2 5 'i -to 5.5.6 S-5 6 `'+'1-10 2-6-2 3.514 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.33 N >999 240 MT20 2201195 TCDL 15.0 Lumber DOL 1.15 BC 0.59 Vert(TL) -1.16 N >345 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr NO WB 0.64 Horz(TL) 0.18 J n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix -M) ® WARNING - V ffy design parameter; and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE Weight: 381 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 4-10-2 oc pudins. BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G 7777 Greenback Lane Suite 109 ^" —« REACTIONS. (Ib/size) A=2719/0-5-8, J=2720/0-5-8 Max Horz A=30(LC 27) Max UpliftA=452(LC 4), J=453(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-13=6877/1175, B -C=-769911298, C -AA= -7305/1254, AA -AB= -730711254, D -AB= -7309/1254, QAC=12822/2150, AC AD=12822/2150, AD-AE=12822/2150, E-AE=1282212150, E -AF= -12822/2150, F-AF=1282212150, F -AG= -1282212150, G -AG= -1282212150, BUTTE COUNTY G-AH=-7313/1255,AH-AI=-7310/1255, H -AI= -7308/1255, H -1=-770311299,1-J=-688011178 `I BOT CHORD A -R=1095/6447, R -AJ= -1 09 51644 7, O -AJ= -1095/6447, 0 -AK= -1871111299, I��®� ����®��� DIVISION AK-AL=1871/11299, P-AL=1871111299, P-AM=1871/11299, O-AM=1871/11299, 11299, 1871/11299, N -AP= -1853111306, r ® p , M -AR AP -A0=1853/11306, AQ-AR=1853/11306, M-AR=1853111306, M-AS=1853/11306, AP -AC1871/11299, , AO-AR=185 �� ®� AS-AT=1853/11306, L-AT=1853/11306, L -AU= -1075/6450, K -AU= -1075/6450, J -K=-1075/6450 WEBS B -R=253/43, B-0=-179/1192, C-0=-160/1493, D-0=4271/737, O -P=0/265, D -N=280/1658, E -N=793/273, G -N=278/1650, G -M=0/265, G -L=4274/737, H -L=-16011494, I -L=-181/1193, I -K=-253/42 NOTES- (15) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: 0-9-0 ESS)O/V Top chords connected as follows: 2x6 - 2 rows staggered at 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. 9'aF COQ 0 N I O L' Z �2 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 �� ' 7 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.U C 76428 7 m 4) 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 J Of (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 EXP. 12/31/2016 m 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom members. J CjV(L chord and any other 9) A plate rating reduction of 20% has been applied for the green lumber members. OF CA1.W 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) A=452, J=453. April 19,2016 ddiafMA'breaks with fixed heels" Member end fixit model was used in the anal sis and desi n of this truss. ® WARNING - V ffy design parameter; and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE + Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not o truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall bracing budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII quality Criteria, DSB-89 and SCSI Budding Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 7777 Greenback Lane Suite 109 ^" —« Job Truss Truss TypeQty Ply Webb, Paul R47099985 JJob 1603-104 CO1 HIP GIRDER 1 q L Reference Io tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MTek Industries, Inc. Tue Apr 19 05:16:07 2016 Page 2 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-OOkJWhrjXiXTPH6hOwfX5WPAVBVKfx5a IUCPgzPDns NOTES- (15) 12) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 25-4-8 oc max. starting at 4-0-12 from the left end to 29-5-4 to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 15) 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: C -U=-70, C -H=-70, H -Y=-70, A -J=-20 Concentrated Loads (lb) Vert: C= -134(B) F= -134(B) 0=-33(B) L= -33(B) H= -134(B) AA= -134(8) AB= -134(B) AC= -134(8) AD=134(8) AE= -134(B) AF=134(B) AG= -134(8) AH= -134(B) AI= -134(B) AJ= -228(B) AK= -33(B) AL= -33(B) AM= -33(B) AN= -33(B) A0= -33(B) AP=33(B) AO= -33(B) AR=33(B) AS --33(B) AT= -33(B) AU= -228(B) BUTTE�8 COUNTY`' BUILDINIG DIVISION ®ISE APPROVE® ® WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an indMduol building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing .is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information ovoiloble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. MiTek' 7777 Greenback Lane Job Truss Truss Type Oty Ply Webb. Paul LOADING (psf) SPACING- 2-0-0 ' DEFL. in (loc) I/defl Lid R47099986 1603.104 - CO2 California 1 1 Job Reference oAonal SYSTEMS PLUS LUMBER CO, ANDERSON, CA - r.ovu s xp c� cu ra mi r ex rnuusures, mu. w+ ID:OpgDgAVonUY9"vhu3ODmizXNYb-UcHijIsl.IOXORhQdAmel y; A ZOOgjCyE xGzPDnr 13.512 20-0.4 26-51 i 7-0-15 6-4-73 6-6-9 6.4.13 i 7.0-75 4.00 12 5x6 = 4x8 = 3x6 = 5x6 = Scale = 1:58.4 4x8 %40 = 4x12 M18SHS = 3x4 = 3x6 = 4x8 2x4 11 7-415 13.512 z0-0-4 2s-51 336-0 ,N5 6-4 -111 6-6-4 6-4-13 7.0-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.33 H -J >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.78 Vert(TL) -1.19 H -J >337 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(TL) 0.29 F nla n/a J c, Z C o BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 156 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 3-&5 oc purlins. BOT CHORD 2x4 DF No. 18Btr G BOT CHORD Rigid ceiling directly applied or 8-0-2 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt C -K, D -G is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and brocing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Budding Component 7777 Greenback Lane MiTek recommends that Stabilizers and required cross bracing Suite 1�9 ^M - r•n occ.n be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=1491/0-5-8, F=1491/0-5-8 Max Horz A=36(LC 8) Max UpliftA=208(LC 4), F=208(LC 5) EBU 0 1 E COUNTY FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=3749/528, B -C=-3456/527, C -D=-5195/758, D -E=3452/527, E -F=3745/528 � ��� DIVISION BUILDING BOT CHORD A -K=472/3500, J -K=-701/5167, I -J=-701/5167, H -I=-701/5167, G -H=-680/5195, F -G=44513496 pp�� ppp��� p WEBS B -K=27!161, C -K=-1933/313, C -J=0/258, D -H=01255, D -G=-1966/316, E -G=-281769 tl 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 nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. FESS/O 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt --lb) A=208, Nq �2 OQ ON I O L F=208. 7 P F� C� 9) 'Semi-rigid pitchbreaks with fixed 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. _C C 76428 J c, Z C o EXP. 12/31/2016 r^ CMI �P T�TFOFCAI April 19,2016 ® WARNING - VerHy, design parameters and READ NOTES ON 7NIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 10/032015 BEFORE USE Design valid for use only with WOO connectors. This design is based only upon parameters shown, and is for on individual budding component. not �' a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall bracing budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and brocing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Budding Component 7777 Greenback Lane Safety Information available from Tens Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 1�9 ^M - r•n occ.n Job Truss Truss Type CSI. Webb, Paul 1.15 TC 0.19 TCDL 15.0 JQty IPly R47099987 1603.104 CO3 Hip 1 1 Code IBC20121TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G Job Reference (optional) SYSTEMS PLUS LUMBER CO. ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 19 05:1b:08 201 ti "N 01 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-UcHij 1 sL IOfKORhtZdAmekyOV braOKyjcyEJxGzPDnr 5-5-14 10-0.0 16-4-tJ , 23.6.0 28-0-2 33 -EO 5514 4.6.2 6.9-0 6-9.0 46-2 5-514 5x6 = 4.0012 3x8 = 5x6 = Scale = 1:58.4 4x8 20 II 3xB = 5x10 WB — 2x4 II 3x8 = 2x4 II 4x8 55-1410-0.0 16-9-0 23.6.0 _ 28-0.2 33.6-0 tc_,e ego a.o11 R -4n 4-fi-7 5-574 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.19 TCDL 15.0 Lumber DOL 1.15 BC 0.59 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 BCDL 10.0 Code IBC20121TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 OF No. 18Btr G WEBS 2x4 DF Stud/Std G OTHERS 2x4 DF Stud/Std G REACTIONS. (Ib/size) A=1491/0-5-8, G=149110-58 Max Horz A=51 (LC 8) Max UpliftA=-198(LC 4), 13=198(LC 5) DEFL. in (loc)' I/deb Ud PLATES GRIP Vert(LL) -0.19 J >999 240 MT20 220/195 Vert(TL) -0.69 J -L >585 180 Horz(TL) 0.23 G n/a nla Weight: 168 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 44-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-9-7 oc 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-8=3645/504, B -C=-3326/467, C -D=-3127/464, D -E=3127/464, E -F=3326/467, F -G=3645/505 BOT CHORD A -M=-46913392, L -M=-469/3392, K -L=-455/3821, J -K=-455/3821, I -J=-455/3821, H -I=-432/3392, G -H=43213392 WEBS B -L=-285/142, C -L=-61580, D -L=910/169, D -J=01280, 0-1=910/169, E -I=-6/580, F -I=-285/143 BUTTE COUNTY BUILDING DIVISION APPROVED NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (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 100 Ib uplift at joint(s) except (jt=lb) A=198, G=198. 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. ® WARNING - Verify design parameter; and READ NOTES ON THIS AND INCLUDED MfrEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTek0 connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verify the opplicoblity of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing is always required for sfoblity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSS -89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Q';�pf ESS/0&4 =��O P�(ONIO y F2c C 76428 �z �+70 � v EXP. 12/31/2016 m C10- OFC IVIL-OFC April 19,2016 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty in Webb, Paul847099988 I/deft Lid PLATES GRIP TCLL 20.0 1PlyI TC 0.15 1603.104 C04 California 1 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.51 Vert(TL) -0.59 Job Reference (optional)� SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industnes, Inc I ue Apr 19 05:1b:09 2u16 r e ID:Op9DgAVonUYgwOvhu3ODmizXNYb-yor4xNtz3JnBebG47Lh?AxVZq?Cz7tEsRcz UizPDnq i 6-0.6 2S122St1 90 50.9 60 5x6 = 4.00 12 3x8 = 5x6 = Scale = 1:58.4 1 M L K J I n r 4x8 20 II 3x8 = 4x8 — 2x4 11 3x8 = 2x4 11 4x8 6-0-6 11-0-15 16-9-0 22-51 27-570 3380 tr1_o 5 -n -t s-8-, _ 50.9_ 6-0-6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.17 J >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.51 Vert(TL) -0.59 I -J >676 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.22 G n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 168 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.1&BU G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) A=1491/0-5-8, G=1491/0-5-8 Max Horz A=-57(LC 13) Max UpliftA=-194(LC 4), G=194(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-11-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-13=3651/491, B -C=-3182/438, C -D=-2979/437, D -E=2979/437, E -F=3182/438, F -G=3651 /492 BOT CHORD A -M= 458/3397, L -M=-458/3397, K -L=-382/3416, J-0-382/3416, I -J=382/3416, H-1=417/3397, G -H=-417/3397 WEBS B -L=-454/156, C -L=-12/573, D -L=-659/131, D-1=659/130, E -I=-11/573, F -I=-454/157 BUTTE COUNTY BUILDING DIVISION APPROVED 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 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 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) A=194, G=194. 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. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE M11.7477 rev. 10/07/1015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for on individual budding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the lobricotion, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/1P11 Quality Cdtedo, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 990ESS/04141 0 N 10 y� Fyc/ �v CO �2 21T C 76428 z v * EXP. 12/31/2016 m 0 pj. April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type 7-0-6 6-0-9 7-4-2 Paut847099989 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in IPly1Webb, PLATES GRIP 1603-104 C05 Califomia JQty 1 MT20 2201195 TCDL 15.0 Lumber DOL 1.15 BC 0.54 Vert(TL) -0.58 H -J >696 180 Jab Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc Tue Apr 19 05:16:10 2016 Page 1 I D:Op9DgAV on U YgwOvhu 30 DmizXN Yb-Q7PS8jubgd v2GIrGh2C Ej91 jOOXns L6OgGjsO9z P Dn p 7-0.6 13-0-15 20.5.1 26-5.10 336-0 I 7.46 6-0-9 7-4-2 6.0-9 7x8 = 5x6 = Scale = 1:58.4 A 4x8 = 4x8 2x4 II 3x4 = 3x8 = 2x4 II 4x8 7-0.6 13-0-15 20.5.1 26-5-10 33-6-0 7-0-6 6-0-9 7-4-2 6-0.9 7-0-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.14 J >999 240 MT20 2201195 TCDL 15.0 Lumber DOL 1.15 BC 0.54 Vert(TL) -0.58 H -J >696 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.20 F n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 164 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x8 DF SS G TOP CHORD Structural wood sheathing directly applied or 4-4-4 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 WEBS 1 Row at midpt C -H MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=149110-5-8, F=1491/0-5-8 Max HorUpli A=68(LC 12) Max UpliftA=185(LC 4), F=185(LC 5) BUTTE COUNTY FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUILDING DIVISION TOP CHORD A -B=3625/461, B -C=-2950/379, C -D=-2742/387, D -E=2953/379, E -F=3624/462 BOT CHORD A -K= 431/3371, J -K= 43113371, I -J=-27912738, H-1=-279/2738, G -H=-38213370, F -G=382/3370. APPROVED WEBS B -J=-693/192, C -J=0/476, D -H=0/474, E -H=-688/194 NOTES- (9) 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 chard and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Qt --Ib) A=185, �p\FESSIONLq F=185. C7Oe \�0N10 '7C�2�i 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 F� C 76428 Z ;U 0 EXP. 12/31/2016 m Tk it . L% CIVIC OFCA IF�� April 19,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE Design valid for use onty.with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not �, a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPil Quality Cdterla. DSB-89 and SCSI Building Componerd 7777 Greenback Lane Safety Information ovaiable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexondrio, VA 22314. Suite 109 - --_ - Job Truss Truss Type Qty ply Webb, Paul SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefi Ud 847099990 1601104 C06 California 1 1 I -K >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.54 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MRek Industries, Inc Tue Apr 19 05:16:10 2016 Page 1 I D:Op9DgAVonUYgwOvhu3ODmizXNYb-O7PS8iubgdv2GlrGh2CEj9ljkOXIsELOgGjsO9zPDnp r 8.0.6 1S-IJ•15 18.5.1 25.5.10 8-0-6 7-0.9 7-0.9 5x6 = 5x6 = Scale = 1:58.4 A 4x8 = 4x8 2x4 II 3x4 = 3x8 = 2x4 II 08 8-0-6 15-0-15 18-5-1 25-5.10 33-6-0 B.0-6 70-4 '1-4 2 7-0.4 8-0-6 Plate Offsets (X Y)-- [C:0-2-8 0-1-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.14 I -K >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.54 Vert(TL) -0.55 I -K >725 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0.21 F n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 166 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins. BOT CHORD 2x4 DF No.18BV 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. (Ib/size) A=1491/0-5-8, F=1491/0-5-8 Max Horz A=79(LC 8) Max UpliftA=-173(LC 4), F=173(LC 5) n1 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE COUNTY TOP CHORD A-8=3591/422, B -C=-2675/315, C -D=-2459/327, D -E=2678/315, E -F=3590/423 V rDING1` 1SIO �' BOT CHORD A -K=396/3336, J -K=-396/3336, I -J=-396/3336, H -I=-202/2456, G -H=-339/3334, �U fl 1, F -G=339/3334 WEBS B -K=0/290, B -I=-961/218, C -I=-20/466, D -H=-7/463, E -H=-956/220, E -G=0/288 ��y OVE ® NOTES- (9) 1�/ 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. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt --1b) A=173, SOF ESSIO)v F=173. �e ONO 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. �� Q F,p �'� 76428 z 0 EXP. 12/31/2016 rn Civil, T�TFOF CA1.1F�Q- April 19,2016 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MII-7473 rev. 1WO312015 BEFORE USE • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual budding component, not ®, o truss system. Before use, the building designer must verify the oppticobility of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• a always required tor stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Crlterta, DSS -89 and BCSI Building Component 7777 Greenback Lane Safety Information ovaiable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexond6o. VA 22314, Suite 109 ^" Job Truss Truss Type Qty 6311 7-37 Webb, Paul SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 1ply1 847099991 1603-104 C07 Common 5 1 TCDL 15.0 Lumber DOL 1.15 BC 0.52 Vert(TL) -0.51 I -K >795 180 Jab Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 19 05:16:11 2016 Page 1 I D:Op9DgAVonUYgwOvhu3ODmizXNYb-uBzgL3uDax 1 vtuOSFIjTGMavLoiJbga9vwSPYbzPDno r 62-14 11-5-15 16-9-0 22-0.1 27-32 33-60 62-14 5-3.1 5-3-1 53.1 62-14 Scale a 1:56.3 5x6 = A4x8 3x4 = 3x5 = 3x6 = 3x5 = 3x4 = 4x8 7-3.7 13.7.2 19-10.14262-9 i 33.60 7-'1-7 63.11 6-3-11 6311 7-37 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.14 1 >999 240 MT20 2201195 TCDL 15.0 Lumber DOL 1.15 BC 0.52 Vert(TL) -0.51 I -K >795 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 HOrz(TL) 0.19 G n/a n/a BCDL 10.0 Code IBC2012fTP12007 (Matrix -M) Weight: 169 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 4-4-10 oc purlins. BOT CHORD 2x4 DF No.18Btr 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. (Ib/size) A=1491/0-5-8, G=1491/0-5-8 Max Horz A=89(LC 8) Max UpliftA=-163(LC 4), G=163(1_C 5) BUTTE COUNTY FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. p TOP CHORD A -B=3658/412, B -C=-3479/405, C -D=-27721326, D -E=2772/327, E -F=3479/406, BUILDING ®I V`' I S I ®I V F -G=3658/413 BOT CHORD =40 , J -K=-136/2187 , J -U=-13612187, U -V=-136/2187, -82/2870, I-V=13612187,H-I=217/2870, G -H=-341/3405 APPROVED WEBS D -I=-112/798, E -I=-6431196, E -H=-76/568', F -H=305/147, D -K=-1111798, C -K=-6 431196, C -L-75/568, B -L=-3051146 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=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) A=163, 90 ESS10Nq G=163. =�oeP�(ONIO y��2� 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. / � � 2 J C 76428 z 0 EXP. 12/31/2016 m IV OF CN- April- AI.April 19,2016 AWARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not �• a truss system. Before use, the budding designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. stooge, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314, Suite 109 Job Truss Truss Type Qty Ply Webb. Paul 0-2-4 9-2-8 7-6-12 B-9-8 LOADING (psi) SPACING- 2-0-0 847099992 1 1603-104 Goa Common 1 1 TC 0.15 Vert(LL) -0.06 K -M >999 240 MT20 2201195 TCDL 15.0 Lumber DOL 1.15 Job Reference o clonal SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mn`ek Industries, Inc Tue Apr 19 05:16:12 2016 Page 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-NNXCZPvrLE91V2?foTEioa743CGOKAXJ7aCz41 zPDnn 6.2-14 11-5-15 16-9-0 22-0.1 27-3-2 33.6.0 6.2-14 83.1 53-1 5-3-1 53-1 6.2-14 Scale = 1:56.3 5x6 = 119 0 G A - 3x4 = 3x6 = 3x5 = 3x8 = 3x4 = 3x5 = 9.2-4 17-4-12 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 24-11-8 , 33-6.0 0-2-4 9-2-8 7-6-12 B-9-8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.06 K -M >999 240 MT20 2201195 TCDL 15.0 Lumber DOL 1.15 BC 0.36 Vert(TL) -0.22 K -M >968 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 G n/a n/a BCDL 10.0 Code IBC20121TPI2007 (Matrix -M) April 19,2016 Weight: 166 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 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G 7777 Greenback Lane Suite 109 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=50110-5-8, G=418/0-5-8, 1=2063/0-5-8 Max Harz A=89(LC 8) Max UpliftA=-76(LCMax COUNTY GrravA=559( C819),G8491(LC 20), 182063(LC 1) BUTTE I I SIO FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUILDING D " TOP CHORD A-8=962/178, B -C -184, G =49, D E=-54/957, E -F= 4101135, F -G=768/204 BOTCHORD A -K=208/889, H -I=341/108, G -H -144f705 P®VE® APPROVED WEBS B -K=533/183, C -K=0/582, GI= -919/209, D -I=-880/117, E -I=-824/208, E -H=-241600, F -H=-4951172 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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 100 Ib uplift at joint(s) A, G except (jt --lb) 1=185. 7) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q9'(FESSIO/v �yC 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. P��ON'O y� =�Q J C 76428 z cr 0 EXP. 12/31/2016 m s1T CIV11 �TFOF CALIF�� April 19,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO.7473 rev. 1010312015 BEFORE USE Design valid for use onty with MTek® connectors. This design is based only upon parameters shown. and is for an individual budding component. not �' o truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of 'individual truss web and/or chord members only. Additional temporary and permanent bracing iii iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Job Truss Truss Type Ory Ply Webb, Paul Plate Grip DOL 1.15 TC 0.17 TCDL 15.0 847099993 1603-104 C09 COMMON 3 1 YES WB 0.65 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.64o s Sep 29 2015 Mitek 1nclustnes, ma t ue Apr 19 U5:115:12 Za1b rage 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-NNXCZPvrLE9IV27foTEioa74gCHIKC6J7aCz41 zPDnn 5.2 12 10.11-14 16.9-0 22-0.1 27-3-2 33-6.0 5-2-12 59-2 5.9-2 531 5-3-1 6-2-14 Scale = 1:56.3 5x6 = A` 3x5 = 2x4 II 3x5 = 3x6 = 3x8 = 3x4 5x6 5-2-12 10.11-14 17-4-12 24.1.1-8 33.6.0 crl� 7-0.t? R -R -R LOADING (PSI SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 TCDL 15.0 Lumber DOL 1.15 BC 0.32 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 OF SS G BOT CHORD 2x4 OF No.1&Btr G WEBS 2x4 OF Stud/Std G DEFL. in (loc) I/deft Ud Vert(LL) -0.05 H -R >999 240 Vert(TL) -0.17 H -R >999 180 Horz(TL) 0.01 G n/a n/a PLATES GRIP MT20 220/195 Weight: 170 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-10-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-5-8 except Qt=length) A=0-7-8. (lb) - Max Horz A=-144(LC 30) Max Uplift All uplift 100 Ib or less at joints) except A=319(1_C 21), G=-547(LC 30), L=-632(LC 27), 1=-521(LC 22) Max Grav All reactions 250 Ib or less at joints) except A=402(LC 40), G=755(LC 39), L=830(LC 40), 1=1726(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-8=849/856, B -C=-1284/1283, C -D=-913/1177, D -E=317/688, E -F=-982/804, F -G=1717/1436 BOT CHORD A -L=-780/838, K -L=-392/407, J -K=-657/746, I -J=-140/431, H -I=-495/538, G -H=1296/1582 WEBS B -L=-724/696, B -K=-9021980, C -K=-215/384, GI=691/466, D -I=-733/282, E -I=-8251220, E -H=82/600, F -H=483/241 0 G BUTTE COUNTY BUILDING DIVISION gppROVED 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. 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. 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 319 Ib uplift at joint A, 547 Ib uplift at joint G, 632 Ib uplift at joint L and 521 Ib uplift at joint I. 7) This truss has been designed for a total drag load of 3400 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 336-0 for 101.5 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. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component. not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Brocing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing is always required for stability and to prevent colopse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Cnterla, DSB-89 and BCSI Bulding Component Safety Information available from Tens Plate Institute. 218 N. Lee Street, Suile 312. Alexandria, VA 22314. Q�pFESS1pNq/ =��O ONIO 2 C 76428 z ;)0 0 EXP. 12/31/2016 /n * I I OF CAl April 19,2016 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply Webb, Paul SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud 847099994 I 1603.1 D4 C10 Roof Special 3 1 J -K >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.23 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MRek Industries, Inc. Tue Apr 19 05:16:13 2016 Page 1 I D:Op9DgAVonUYgwDvhu3ODmizXNYb-rZSbmtwU6YHc7CZrMAmxLnfGPceM3iDSMExWdTzPDnm Sz-1� 10.11-14 16-9.0 18-5-0 24-1-8 30.0-8 ' S2-12 5.9-2 5-9.2 1-8.4 5-8-4 5-11-0 5x6 = 3x5 E Scale = 1:52.6 A m %1 3x4 2x4 II 3x6 = 3x8 = 3x10 = 2x4 II 52-12 1 11-14 18.54 _ _ 24-1-8 30-D-8 to_� 7_4 R S.aa Plate Offsets (X Y) - [H:0-5-12,0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.05 J -K >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.14 J -K >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(TL) -0.00 J n/a n/a BCDL 10.0 Code IBC2012frP12007 (Matrix -M) Weight: 167 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'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. F -I: 2x4 DF Stud/Std 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 guide. REACTIONS. All bearings 0-5-8 except (jt=length) A=0-7-8, G=Mechanical. (lb) - Max HorzA=111(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) G except M=146(LC 8), J=-139(LC 5) Max Grav All reactions 250 lb or less at joint(s) A except G=363(LC 20), M=785(LC 19), J=1411(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=496/78, C -D=-499/157, D -E=0/349, E -F=-426/162, F -G=453/92 BOT CHORD F -H=421/174, G -H=-41/399 WEBS B -M=668/199, B -K=-53/392, C -K=-412/179, D -K=115/634, D -J=-668/98, E -J=-570/179, H -J=-349/11 1. E -H=-172/803 BUTTE COUNTY BUILDING DIVISION APPROVED NOTES- (9) 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. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) 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) G except (jt --lb) M=146, J=139. 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. ® WARNING - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7473 rev. 10/031.2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Criteria. DSB-89 and SCSI Building Component Safety Information available from truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Q�pFESS10Ngl =��O ONIO F.J, 6 C 76428 0 EXP. 12/31/2016 m * , i / \OFCN_ April 19,2016 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply Webb, Paul (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 847099995 1603.104 C11 Roof Special Girder 1 >999 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc I ue Apr 15 u5:1a:1 b zulb rage 1 I D:Op9DgAVonUYgwOvhu3ODmizXNYb-nyDLBQxke9YKMWIDUboPOClaiPJ 1 XWkIpYQdhMzPDnk S2 12 0.0.13 12 10.15 169-0 18-54 21-3-6 24-1-8 60 24 29-2-0 33.10-0 i 38-60 , 41.0-2 4�i 52-12 310.1 3141 3.10.1 1-8-4 2.10.2 2-10-2 0.a-8 4-8-0 4-60 4-6-0 2-6-2 3-514 5x6 = 4.00 J12 2x4 II Scale = 1:80.2 A AA I Y x r1.1 rin W v U 4x8 = 4x8 = NAILED 4x8 = 2x4 II 4x8 4x5 2x4 II 4x8 = 4x8 = 2x4 11 NAILED HUS26-2 NAILED JUS24 4x8 = Special NAILED 52-12 9-0-13 14-0.7 18-5.4 21-3-6 24-1-8 29-2-0 33.10-0 38-6-0 41-0-2 44-6.0 S-2 12 310.1 4-11 9 4-4-11 2 10-2 2 10.2 4f}8 4 60 4 6 5 0 2�-2 3.14 Plate Offsets (X,Y) - [S:0-3-8,0-2-01, M.0-2-0,0-2-41 0-2-41 LOADING (pst SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.66 O -S >999 240 TCDL 15.0Lumber DOL 1.15 BC 0.28 Vert(TL) -0.21 O -S >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.79 Horz(TL) 0.01 N n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x6 DF SS G'Except* H-U:2z4 DF Stud/Std G WEBS 2x4 DF Stud/Std G PLATES GRIP MT20 220/195 Weight: 582 Ib FT = 20% BRACING - 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. REACTIONS. All bearings 0-5-8 except (jt=length) A=0.7-8. (lb) - Max Horz A=109(LC 8) Max Uplift All uplift 100 Ib or less at joints) A except N=163(LC 9), AA=319(LC 27), W=-440(LC 5) Max Grav All reactions 250 Ib or less at joint(s) A except N=1260(LC 20), AA=398(LC 18), W=3635(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=71/508, B -C=-175/1198, C -D=-146/1205, D -E=201/1805, E-17=258/2610, F -G=298/2712, G -H=-99/1217, H -I=-112/1177, I -J=2533/383, J -K=-3499/454, K -L=-2820/365, L -M=29821367, M -N=-3015/408 BOT CHORD A -AA= -425/101, Z -AA= -425/101, Y -Z=-425/101, X -Y=1583/317, X-AJ=1960/351, AJ-AK=19601351, W-AK=1960/351, V -W=-1822/284, S -T=-796/125, S-AL=314/2532, R-AL=314/2532, R-AM=314/2532, O -AM= -314/2532, Q -AN= -38713499, AN -AO= -387/3499, P-AO=387/3499, P-AP=354/2823, O -AP= -354/2823, N -O=-354/2823 WEBS B -AA= -266/389, B -Y=-769/173, D -Y=93/718, D -X=-673/141, E -X=841762, E -W=-2097/213, F -W=442/93, G -W=-1220/213, G -V=-59/600, T -V=-1759/285, G -T=-15111045, I -T=-1212/224, I -S=-473/3579, J -S=-6901147, J-0=79/1047, K -P=-730/98, L -P=-7/530 BUnE COUNT`( BUILDING DIVISION APPRO\JED 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, 2x4 - 1 row at 0.9.0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=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) Provide adequate drainage to prevent water ponding. 6) All plates are 4x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf 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, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A except (jt --lb) N=163, AA=319, W=440. A]]."Semi,riaid.nilchhreaks with fixed heels" Member end fixity model was used in the analvsis and design of this truss. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED N?EK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTek6 connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and brocing of trusses and truss systems. see ANSIJTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Tans Plate Institute. 218 N. Lee Street, Suite 312. Alexondno. VA 22314. n <) OFESSIONq, P�(ONIO ,SFF2G1 C 76428 z � 0 * EXP. 12/31/20x6 ti TFOF April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type Qty Ply Webb, Paul R47099995 1603-104 C11 Roof Special Girder 1 2 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA ,.—u a aep ea niuuau.— .— 1. ry' v h c ID:Op9DgAVonUYgwOvhu3ODmizXNYb-nyDLBQxke9YKMWjDUboPQCIajPJ1XW);p &hMzPDnk NOTES- (17) 12) Use USP HUS26-2 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 30-2-0 from the left end to connect truss(es) to back face of bottom chord. 13) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 40-5-4 from the left end to conned truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED" indicates 3-10d (0.148'x3") or 3-12d (0.148'x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 47 Ib down at 30-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. r 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: E-AD=70, E-1=-70, 1-L=-70, L -AH= -70, A -U=-20, N -T=-20 Concentrated Loads (lb) Vert: P= -33(B) AL= -696(B) AM=33(B) AN= -33(B) AO= -33(B) AP= -228(B) BUTTE COUNTY BUILDING DIVISION APPROVED ® WARNING - Verfly deslOn Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTek®connectorS. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/1P11 Quality Crlferb, DSO -89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane Job Truss Truss Type Qty Ply Webb. Paul 1.15 TC 0.23 TCDL 15.0 Lumber DOL 1.15 847099996 1603-104 C12 Roof Special 2 1 Code IBC2012ITP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc Tue Apr 19 05:16:16 2015 Page 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-F8miPmyMPTgByIQ 1 JJezQHkspeyGznu2CAADozPDnj 6-0.4 11-a-0 1717fi-0� 1.8 2S'1-12 311x0 39-6-0 6.0-4 5-8.12 40-12 1-7-8 6-2-0 5x6 = 4.00 12 2x4 11 5x6 = Scale = 1:73.3 R O W x P O N 3x8 = 3x10 = 3x4 = 4x5 2x4 11 4x8 = 4x8 = 2x4 II 30 = 6-0-4 13-5 109.1-8 25-3-12 , _ 311x0 r 33610 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 TCDL 15.0 Lumber DOL 1.15 BC 0.36 BCLL 0.0 ' Rep Stress Incr ' YES WB 0.80 BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.18BV G 'Except' F -N: 2x4 DF Stud/Std G OF CAI.W WEBS 2x4 DF Stud/Std G ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/032015 BEFORE USE REACTIONS. (Ib/size) 1=918/0 -5 -8,R=114/0 -5-8.P=2495/0-5-8 Max Horz R=-66(LC 13) Max Upliftl=136(LC 9), R=-143(LC 20), P=-286(LC 5) Max Grav 1=921 (LC 20), R=318(LC 19), P=2495(LC 1) DEFL. in (loc) I/defi L/d Vert(LL) -0.06 J -L >999 240 Vert(TL) -0.23 J -T >999 180 Horz(TL) 0.04 1 n/a n/a BRACING - TOP CHORD BOT CHORD FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A-13=233/458, B -C=-250/442, C -D=-70/1261, D -E=-122/1341, F -G=-1618/304, G -H=1752/317, H -I=-1899/297, A -R=-269/190 BOT CHORD O -W=888/202, W -X=-888/202, P -X=888/202, 0-13=389/67, F -M=1013/219, K -L=-212/1618, J -K=-212/1618, I -J=-219/1755 WEBS 13-0=473/198, C -Q=-122/955, C -P=1318/113, D -P=363/111, E -P=-1113/216, E-0=35/321, M -O=-483/100, E -M=139/957, F -L=222/1595, G -L=-494/168, A-0=439/133 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design PLATES GRIP MT20 220/195 Weight: 225 Ib FT = 20% Structural wood sheathing directly applied or 5-9-12 oc pudins, except end verticals. 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. BUTTE COUNT`! BUILDING DIVISION APPROVED 6 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) Provide adequate drainage to prevent water ponding. FESS/Q 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q /V q 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 ONIO Ftic� fit between the bottom chord and any other members, with BCDL = IO.Opsf. �oeP�� h� 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=1b)1=136, R=143, P=286. J U C 76428 7 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. EXP, 12/31/2016 m CjvI\- OF CAI.W April 19,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/032015 BEFORE USE Design volid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not �' o truss system. Before use. the building designer must verify the applicability of design poromelers and properly incorporate this design into the overall ■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'- is alwoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the , fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Tens Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 -- ----- -- Job Truss Truss TypeOty P y Webb, Paul Rd7099997 1603-104 C13 Roof Special Girder 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 1.154u s Sep z9 zulb mn eK rrwusmes, ma rue Apr rs ub:ro:ro zuro rage. ID:Op9DgAVonUYgwOvhu3ODmizXNYb-BXuUpS_cx4wvDzSo9kL62rN5ldLXk RBWWFHlhzPDnh 415 711 3 11-9-0 1'+-87 151-1 19.1-8 2� 3.1-5 I 27-1-1 31-6-0 33� 36.0-2 3� 9-60 4-1-5 3.9 .13 3-9-13 1-8.1 1-61 4-0-7 3.11-13 3.11.13 4-4-15 2-0-0 2-6-2 3.514 5x6 = 4.00 12 20 11 E 7x8 = 5x6 = 54 = Scale = 1:74.3 Y X W AU At V U T 7x8 = HU526-2 2x4 II 4x8 _ 2x4 II 4x8 = 4x8 2x4 II NAILED JUS24 4-1-5 9.0-11 13-54 ii51-1 19.1-8 23.1-5 27-1.1 31-6.0 33-6-0 1 6-0.2 39-60 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 TCDL 15.0 Lumber DOL 1.15 BC 0.23 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x6 DF SS G 'Except* G -T: 2x4 OF Stud/Std G WEBS 2x4 OF Stud/Std G REACTIONS. (Ib/size) M=1453/0-5-8, Y=71/0-5-8, V=2963/0-5-8 Max Harz Y=-67(LC 13) Max UpliftM=-238(LC 9), Y=326(LC 20), V=-385(LC 5) Max Grav M=1456(LC 20), Y=159(LC 18), V=2963(LC 1) DEFL. in (loc) I/deb Ud PLATES GRIP Vert(LL) -0.05 P >999 240 MT20 220/195 Vert(TL) -0.15 P >999 180 Horz(TL) 0.02 M nla n/a BRACING- TOPCHORD BOT CHORD FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=129/579, B -C=-114/577, C -D=-142/1118, D -E=182/1760, E -F=21411865, F -G=48/269, G -H=-1010/217, H -I=-1820/354, I -J=1964/352, J -K=-3602/635, K -L=-36241625, L -M=3533/603, A -Y=-124/350 BOT CHORD W -X=941/263, W -AD= -1280/290, AD -AE= -12801290, V -AE= -1280/290, U -V=1408/274, G -S=1287/266, R -S=-262/104, Q -R=-95/1010, P -Q=563/3605, P-AF=536/3422, O-AF=536/3422, O -AG= -538/3312, N -AG= -53813312, M -N=-538/3312 WEBS B -X=2821123, C -X=-88/697, G -W=-640/147, D -W=91!722, D -V=-1605/169, E -V=-424177, F -V=842/167, F -U=-29/363, S -U=-1402/271, F -S=225/1525, G -R=-24711558, H -R=926/212, H -Q=-17411038, 1-0=-2/318, J -Q=-1943/365, K -P=-114/279, K -O=-84/604, A -X=569/154 Weight: 565 Ib FT = 20% Structural wood sheathing directly applied or 64)-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. BUTTE COUNTY BUILDING DIVISION APPROVE® NOTES- (16) 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 D-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, 2x4 - 1 row at 0-9-0 Oc. Webs connected as follows: 2x4 - 1 row at 0.9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; 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 5) Provide adequate drainage to prevent water ponding. 6) All plates are 4x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any Other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) M=238 , Y=326, V=385. A.]].":Sersli,riaid.nitrhhreaks with fixed heels" Member end fixity model was used in the anaivsis and design of this truss. ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MIP7473 rev. 1CM312015 BEFORE USE Design volid for use only with Mlek® connectors. This design is based only upon parameters shown, and is for on individual building component. not a taus system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tobrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/1P11 Quality Criteria. DSB-89 and BCSI Building Component Safely Information ovoloble from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. QaoFESS10 P�ZONIO y�Fyc. C 76428 y p EXP. 12/31/2016 fn CIVIL. I1'60F CAL April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type Qty P yb, Paul R47099997 JoebbReference 1603-104 C13 Roof Special Girder 1 �f L O lional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.t540 s sep zs zuib meek industries, me i ue Apr ie uunb:tb zuib rage z ID:Op9DgAVonUYgwOvhu3ODmizXNYb-BXuUpS_cx4wvDZSO9kL62rN5ldLXk RBWWfHlhzPDnh NOTES- (16) 12) Use USP HUS26-2 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 32-5-8 from the left end to connect truss(es) to front face of bottom chord. 13) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 35-5-4 from the left end to connect truss(es) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 16) 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 -D=70, D -F=-70, F-1=-70, I -J=-70, J -K=-70, K -AB= -70, T -Y=-20, M -S=-20 Concentrated Loads (lb) Vert: O= -33(F) AF= -558(F) AG=228(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Nil -7473 rev. 10/03/2015 BEFORE USE — Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permonenl bracing is always required for stability and to prevent collopse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 7777 Greenback Lane Job Truss Truss Type Oty Ply Webb, Paul DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 847099998 I 1603-104 C14 Roof Special 1 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.b4u s sep zu zuia mi i eK inausmes, me rue Apr is vo: w: ra 20i6 rage i ID:Op9DgAVonUYgwOvhu30DmizXNYb-fjSs 1 o7EiO2mr71?jRsLa2vCc1 ggTOALkAOgg7zPDng r 6.0-0 11-40 13.10-7 19-1$ 2570-7 32-0-0 6-0-4 58-12 2-1-76.8-15 6-5-9 3x4 Scale = 1:60.7 5x6 = 4.00F1 2 r 5x6 = 3x5 = 5x6 = N 3x5 = 30 = L 3x8 = 2x4 11 Plate Offsets (X Y) - [FTZ.0-2-41, [J:0-6-4.0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.05 W >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.30 Vert(TL) -0.17 I -J >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.01 H n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix -M) Weight: 192 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 D -F: 2x4 DF No.18Btr G end verticals. BOT CHORD 2x4 DF No.1&Btr G'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. E -K: 2x4 DF Stud/Std 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 guide. REACTIONS. (Ib/size) H=688/Mechanical, L=1780/0-5-8, N=416/Mechanical Max Harz N=56(LC 5) Max Uplift 11=103(!_C 9), L=204(1_C 5), N=-81(LC 4) Max Grav H=699(LC 20), L=1780(LC 1), N=481(LC 19) f 'T COUNTY' B Y TE ®a)e NTY' FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=400/148, C -D=-23/563, D -E=-437/124, E -F=734/153, F -G=-830/125, G-H=-645/132BUILDING v i� 1 r D IV I S° I® N I BOT CHORD M -N=114/408, M-0=252163, O -P=-252163, L -P=-252/63, E -J=-639/187, I -J=75/462 � L®I � �3 va WEBS B -M=3671168, C -M=-91/639, C -L=-908/95, D -L=-712/182, J -L=-496/88, D -J=181/1095, E-1=31/338, B -N=-421/97, G-1=-76/694 APPROVED NOTES- (10) 1) Unbalanced root 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. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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) N except (jt --lb) H=103, L=204. 9) "Semi-rigid pitchbreaks with fixed 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. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE M11-74 73 rev. 10103/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for on individual building component, not o truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, see ANSI/TPI1 Quality Crlterlo, D58-89 and BCSI Building Componerd Safety Informatlon available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Mexondrio. VA 22314. 'e'pVESS10Nq� P�(ONIO I Fyc/ C 76428 z Of D EXP. 12/31120,1O6 ti SOF CA1.�F� April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss TypeOty Ply Webb, Paul R47099999 1603104 DO1 HIP GIRDER 1 �f 2 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON. CA 7.640 5 Sep 29 zulb Ml l eK 1nau5me5, mc. i ue Mr 19 06:i6:2i 206 rage r I D:Op9 DgAVonUYgwOvh u30 DmizXNYb-c6acSUOV E? I U4 RB Nq svpgT?c2gOrxKbdC U br 4OzP Dne I 3514 6,� 0 I 10.37 14-8.9 I 19-0.0 21-6-2 25-0.0 3514 2-12 437 4.53 4-37 2-6.2 35-14 NAILED NAILED 4.00 12 5x6 = NAILED NAILED 3x8 = NAILED NAILED 4x4 = NAILED 5x6 = Scale = 1:42.8 k s' AB ry M AC AD AE J AF H 3x8 2x4 II 3x8 = 4x6 — 2x4 II NAILED 3x4 = NAILED 48 = 2x4 II 3x8 JUS24 NAILED NAILED NAILED NAILED NAILED JUS24 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.04 L >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.19 Vert(TL) -0.14 L >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.45 Horz(TL) 0.03 J n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 282 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF 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 10-0-0 oc bracing, Except: WEBS 2x4 DF Stud/Std G 6-0-0 oc bracing: I-J,H-I. REACTIONS. (Ib/size) A=1293/0-5-8, 1-1=383/0-5-8, J=2930/0-5-8 Max Harz A=30(LC 8) Max Uplift A=-217(LC 4), 1-1=479(1_C 19), J=478(LC 5) Max Grav A=1298(LC 19), H=118(LC 6), J=2930(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=3117/550, B -C=-3105/543, C -X=-29451535, D -X=2949/535, D -Y=1554/292, Y -Z=1554/292, E -Z=-1554/292, E -AA= -277/1806, F -AA= -278/1809, F -G=321/1997, G -H=-263/1541 BOT CHORD A-0=510/2919, O -AB= -510/2919, N -AB= -510/2919, M -N=-536/3214, L -M=-536/3214, L-AC=536/3214, AC-AD=536/3214, K -AD= -536/3214, K -AE= -24711554, J -AE= -247/1554, BUTTE E COUNTY J-AF=1434/262, I -AF= -1434/262, H -I=-1434/262 41 WEBS C -N=0/413, D -N=-373/114, D -L=0/280, D -K=-18131313, E -K=9/773, E -J=3604/619, BUILDING USLDING ®II `t Of f F -J=-941/200, G -J=602/135 el �l 9 �! NOTES- (15) APPRON E LD 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 D-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ��FESS/O/V 3) Unbalanced roof live loads have been considered for this design. Q I 4) 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 �� �(ONIO L, Fifj (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. Gj 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. U C 76428 7 m 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 — 1 Z fit between the bottom chord and any other members. Q 8) A plate rating reduction of 20% has been applied for the green lumber members. EXP. 12/31/2016 m 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt --Ib) A=217, 11=479, J=478. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. % CIVIL 11) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 16-10-8 oc max. starting at 4-0-12 from theFOF CAL q left end to 20-114 to connect truss(es) to front face of bottom chord. T�� 12) Fill all nail holes where hanger is in contact with lumber. 13) "NAILED' indicates 3-10d (0.148'x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MTek's ST -TOENAIL Detail. April 19,2016 ®WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED WEEK REFERENCE PAGE 111I1.7473 rev, 1010312015 BEFORE USE Design vosd for use only with MTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not �' o truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall �� pp building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing kyr iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobricotion, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109__.._ "... Job Truss Truss TypeQty P Webb, Paul - R47099999 1603-104 D01 HIP GIRDER 1 �f L Job Reference (optional) srs leets rws wmntH w, nnue sawn, Un - ID:Op9DgAVonUYgwOvhu30Dm zXNYb-c6acSUOVE?IU4RBNgsvpgT7,ag6rW6R6; zPDne NOTES- (15) 14) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 22 Ib down and 10 Ib up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 15) 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 (pig Vert: C -R=-70, C -F=-70, F -V=-70, A -H=-20 Concentrated Loads (lb) Vert: C=134(1=) M= -33(F) N= -33(F) D=134(F) L= -33(F) K= -33(F) E=1341 fl X=134(1=) Y= -134(F) Z= -134(F) AA= -134(F) AB=228(1`) AC= -33(F) AD= -33(F) AE= -33(F) AF= -228(F) V ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MtTEH REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE Design valid for use only with Mifek® connectors. chis design is based only upon parameters shown, and is for on individual budding component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall . budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/IPII Quality Crtterla, DSO -89 and BCSI Building Component 7777 Greenback Lane �0 Safety Information avodoble from inns Plate Institute. 218 N. Lee Street, Suite 312. Alexondrio, VA 22314. Suite 109 Citrus He' hts CA 95610 e Job Truss Truss Type Qty 1-615 6-60 Webb, Paul SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud JPly� R47100D00 1601104 D02 Califamia 1 1 TCDL 15.0 Lumber DOL 1.15 BC 0.31 Vert(TL) -0.18 H -I >999 180 pitchbreaks Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON. CA 7.640 s Sep 29 2015 MI7ek Industries, Inc Tue Apr 19 05:16:22 2016 Page 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-418_fp17?JQLiblaOZ02 hXIYEi8gnWnQ8dURSzPDnd 7-0-15 12-6-6 17-11-1 2s -0-o ' 7:1 s 551 55-1 7-615 5x6 = 4.00 12 4x8 = 5x6 = 2x4 II Scale = 1:43.3 1 I J ., G F ,3x4 3x6 — 2x4 II 3x5 =2x4 II 3x4 = 30 = 7.615 12-6-0 , 17-11-1 ',19-60 , 25 0 7b 5-5-115 5-1 5-5-1 1-615 6-60 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.05 H -I >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.31 Vert(TL) -0.18 H -I >999 180 pitchbreaks BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) .0.05 G n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix -M) EXP. 12/31/2016 m Weight: 115 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 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt C -H a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall MiTek recommends that Stabilizers and required cross bracing budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' be installed during truss erection, in accordance with Stabilizer fobricotion. storage, delivery, erection and brocing o1 trusses and truss systems. see ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component Installation guide. REACTIONS. (Ib/size) A=783/0-5-8, F=84/0-5.8, G=1350/0-58 Suite 109_ Max Horz A=-36(LC 9) Max A=-113(LC 4), F=39(LC 9), 5) G=1350(LC B Max GravA=788(LC 19), F=95(LC 20), 1 ) B �' BUTTE COUNT VUNC FORCES. (lb) -Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. ��� ®��' SI®� TOP CHORD A -B=1584/239, B -C=-1461/258, E -F=-30/281 BOT CHORD A -K=198/1463, J -K=-183/1318, 1-J=-183/1318, H -I=-183/1318 WEBS C -H=1633/247, D -H=-12/376, E -G=-958/176 ROVED NOTES- (9) 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. ESSIO/V 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F except (jt=1b) �pF 4ZF.yc A=1`13, G=175. 8) "Semi-rigid with fixed heels" Member end fixity model was used in the analysis and design of this truss. pitchbreaks 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. =�OQP�(ONIO (t J 6 C 76428 z 0 EXP. 12/31/2016 m IV TFOF CAL April 19,2016 ® WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Nil -7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobricotion. storage, delivery, erection and brocing o1 trusses and truss systems. see ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Informallan available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109_ Job Truss Truss Type Qty LOADING (psi) Webb, Paul . DEFL. in (loc) I/deft L/d PLATES GRIP TCLL ' 20.0 1PIy� 247100001 1603-104 D03 California 1 1 Vert(TL) -0.19 I -J >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) 0.04 H n/a n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc Tue Apr 19 05:16:22 2016 Page 1 ID:Op9DgAVonUYgwOvhu3ODm'tzXNYb-418_fp177J0LibtaOZ02ChXn5E i9gnVnO8dURSzPDnd 5 9.0.15 12-6-0 15.11-1 18-9-0 25-D-0 5-0-6 4-0-9 3-5.1 3S1 2-10-3 6.2-12 ��a 5x6 = .— 3x4 = 5x6 = Scale = 1:43.3 A 3x4 = 2x4 I I 3x6 = 3x8 = 4x8 = 2x4 II 3x5 G 18-n 5-0.6 9-0.15 15.11-1 18-9-0 _ —� � - _25-1}0 i S -a -R 4-0-4 &113.2 6-2-12 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL ' 20.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.05 I -J >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.31 Vert(TL) -0.19 I -J >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) 0.04 H n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 122 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 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. (Ib/size) A=776/0-58, G=7910-5-8, H=1364/0-58 Max Harz A=-47(LC 9) Max UpliftA=-107(LC 4), 13=47(1_C 9), H=-150(LC 5) Max GravA=776(LC 1), G=124(LC 20), H=1364(LC 1) Ten. forces less pe BUTTE COUNTY FORCES. (lb) -Max. CompJMax. -All 250 (lb) or except when shown. TOP CHORD A -B=-1655/252, B -C=-1233/190, C -D=-11421198, D -E=333/96, E -F=406/95, F -G=-691494' O B B^NG �� / S O KI BOT CHORD A -L=-232/1535, K -L=-232/1535, J -K=-232/1535, I -J=1171898, H-1=-428/84, L®� u M BUILDING GH=428184 WEBS B-H 4301133, D -J=-28/327, D-1=748/161, F-1=-96/916, F -H=-12531176 APP NOTES- (9) 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. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and fight 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 100 Ib uplift at joint(s) G except (jt=1b) t�OFESSIO/v A=107, H=150. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. OQ �(ON�O y:�2 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. C 76428 z J 0 EXP. 12/31/2016 m * yt T,q CIVI'. OFC April 19,2016 - ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NN -7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for on individual building component, not a truss system. Before use, the buildirg designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and brocing of trusses and truss systems, see ANSI/TPll Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Inslitule, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss TypeQty 2-0-0 P Webb, Paul Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-5-0 oc. Plate Grip DOL 1.15 TC 0.13 TCDL 15.0 R47100D02 1603104 D04 CALIFORNIA GIRDER 1 3 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MfTek Industries, Inc Tue Apr 19 05:16:24 2016 Page 1 ID:Op9DgAVonUYgwDvhu3ODmizXNYb-OhR4V2NXwg2xuvyV_SWH6d7G2Lg8d84uS6bVLzPDnb 5-8-1 10.4-5 14:L 18.9-0 21-4-12 25.0-0 5-8.1 4-36 4-i-9 2-7-8 3-7-0 5x6 = 5x6 = Scale = 1:42.6 4x10 3x5 II 7x8 = 8x8 = JUS28 5x14 = JUS28 JUS28 14x5 = 3.5 II 4x8 THD26-2 JUS28 JUS28 JUS28 4-3-6 - 4-1-9 - 2-7.8 - 3-7-0 Plate Offsets (X,Y) - [A:0-9-12,Edge1, [C:0-2-8,0-1-121, [GO-7-12,Edge1, [K:0 -3-8,04x01 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-5-0 oc. Plate Grip DOL 1.15 TC 0.13 TCDL 15.0 �FESSIQN Lumber DOL 1.15 BC 0.43 BCLL 0.0 ' (3 -second gust) 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 DOL=1.33 Rep Stress Incr NO WB 0.65 BCDL 10.0 QC 76428 Z Code IBC20121TPI2007 (Matrix -M) LUMBER - fit between the bottom chord and any other members. EXP. 12/31/2016 TOP CHORD 2x6 DF SS G 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) A=647, BOT CHORD 2x8 DF SS �J C(VjL 10) This truss has been designed for a total drag load of 25 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag '9T FQF WEBS 2x4 DF Stud/Std G *Except* CALW 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. E -J: 2x4 DF No.2 G 12) Use USP THD26-2 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 6-1-9 from the left end to connect truss(es) to Aril 19,2016 P REACTIONS. (Ib/size) A=3957.10-5-8, G=779/0-5-8, 1=7741/0-5-8 DEFL. in (loc) I/deb Ud PLATES GRIP Vert(LL) -0.06 K -M >999 240 MT20 220/195 Vert(TL) -0.22 K -M >999 180 Horz(TL) 0.D4 I n/a n/a Weight: 472 Ib FT = 20% BRACING - 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. Max Harz A=-59(LC 29) Max UpliftA=-647(LC 19), G=-872(LC 43), 1=-1213(LC 22) Max Grav A=3957(LC 1), G=202(LC 35), 1=7741 (LC 1) ��TT k i FORCES. (lb)- Max. Comp./Max. Ten. -All forces 250 (lb)or less except when shown. ��'�®��� DIVISION TOP CHORD A -B=11426/1890, B -C=-8121/1347, C -D=-4324/745, D -E=-4657/774, E -F=-373/2430, ! v F -G=-471/2807 ������ /�® BOT CHORD A -R=1520/9156, A -M=-1781/10782, M -S=1781/10782, L -S=-1 7 8111 07 8 2, K -L=1781/10782, K -T=1199/7532, T -U=-1199)'7532, J -U=-1199/7532, J -V=-2276/392, V -W=-2276/392, \tl/ I -W=-2276/392, H -I=-26081460, G -H=-2608/460 WEBS B -M=319/2230, B -K=-3287/602, C -K=-676/4420, C -J=-0011/672, D -J=240/1245, E -J=-1172/7430, E-1=5767/939, F-1=223/396, F -H=-514/118 NOTES- (15) 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at D-9-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply �FESSIQN connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced live loads have been for this design. Q� '9� F� roof considered 4) Wind: ASCE 7-10; Vult=110mph Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; �(ONIQ L Gj5 (3 -second gust) 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 DOL=1.33 grip 5) Provide adequate drainage to prevent water ponding. QC 76428 Z 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. J 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. EXP. 12/31/2016 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) A=647, G=872, 1=1213. �J C(VjL 10) This truss has been designed for a total drag load of 25 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag '9T FQF loads along bottom chord from 0-0-0 to 1-0-0 for 25.0 plf. CALW 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Use USP THD26-2 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 6-1-9 from the left end to connect truss(es) to Aril 19,2016 P om chord. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not �, a truss system. Before use, the building designer must verify the opp6cabdity of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and brocing of trusses and truss systems, see ANSI/TPll Quality Criterio, DSB-89 and SCSI Bullding Component 7777 Greenback Lane " Safety Information avodoble from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Pty Webb, Paul building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing • p p iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and brocing of busses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 847100002 1603-104 D04 CALIFORNIA GIRDER 1 q 3 Job Reference (optional) bYbI tMb YLUJ LUM MK W, —ULI OUrv, VH + Y •� �� •+^" +"' - • •'• ID:Op9DgAVonUYgwOvhu3ODmizXNYb-OhFl4V2NXwg2xuvy\ISWH6d7G2Lg8d84uS6b tzPDnb NOTES- (15) 13) Use USP JUS28 (With 10d nails into Girder 8 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 8-0-12 from the left end to 18-0-12 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) 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=70, C -D=-70, D -G=-70, A -G=-20 Concentrated Loads (lb) Vert: L=1093(8) K= -1,129(B) S=2067(B) T= -1113(B) U=11 124(B) V= -1114(B) W= -1070(B) BUTTE COUNTY BUILDING DIVISIO r-11 11 ®WARNING - Vert/y design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for on individual building component, not �• a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing • p p iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and brocing of busses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information ovoilobte from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexondrio, VA 22314. Suite 109 Citrus Hei hts CA 95' Job Truss Truss Type DEFL. in Webb. Paul I/defi Ud PLATES GRIP 10ty Plate Grip DOL 1.15 847100003 1603-104 E01 Common Girder 1 JPly1 1 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.13 Vert(TL) -0.02 Jab Reference (optional) SYSTEMS PLUS LUMBER CO. ANDERSON, CA 3-0-0 7.640 s Sep 29 2015 MiTek industries. inc. rue Apr 19 u5:16:25 2016 rage 1 I D:Op9DgAVonUYgwOvhu3ODmizXNYb-Utp71r3?HEovZ2U83iz]gJ9KYRlftDkD76r92nzPDna 7-0-0 3-r0 Scale = 1:14.3 Anne 4x5 II 30 % 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 D >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.13 Vert(TL) -0.02 D >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) 0.01 C n/a n/a BCDL 10.0 Code IBC20121TPI2007 (Matrix -M) Weight: 27 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) A=412/0-7-8, C=412/0-7-8 Max Horz A=17(LC 9) Max UpliftA=-56(LC 4), C=-56(LC 5) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-13=721/113, B -C=-721/113 BOT CHORD A -M=86/664, D -M=-86/664, D -N=-86/664, C -N=86/664 WEBS B -D=21/263 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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) 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 100 Ib uplift at joint(s) A. C. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 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: B -G=70, B -K=-70, A -C=20 Concentrated Loads (lb) Vert: M= -115(F) N= -115(F) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE Design valid for,use only with Mlek® connectors. This design is based only upon parameters shown, and is for on individual building component. not o truss system. Before use, the budding designer must verity the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of irldividuol truss web and/or chord members only. Additional temporary and permanent brocing is always required for stobaily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and brocing of trusses and truss systems. see ANSI/TPII Quality Criterla. DSB-89 and SCSI Budding Component Safety Information available from Truss Plate Institute, 218 N. lee Street. Suite 312. Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVE® gOf ESSIONq QoN►o C 76428 z O EXP. 12/31/2016 m SOPCN_ April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type Qty Webb. Paul JP1y 847100004 1603-104 E02 Common t 1 - Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANUERSUN, CA A 3-6-0 B 4x5 II r.onu s aep as cu ro mn en rrmusures, me ue „pr fro vx rosea w ro rage i I D:Op9 D gAVon UYgwOvhu3O DmizX NY b-U1p71 r3?H EovZ2U83iz]gJ9KbR met E s D76r92nzP Dna 7-0.0 3-6-0 3x4 % 3.4 C Scale = 1:13.8 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) -0.00 D >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.07 Vert(TL) -0.01 D >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix -M) Weight: 27 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&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) A=293/0-7-8, C=293/0-7-8 Max Horz A=17(LC 8) Max UpliftA=-28(LC 4), C=-28(LC 5)13UTTE®1 till FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. IMTY IMIN [)I V I Si®N TOP CHORD A-13=422143, B -C= 422/43 BUILLJ1-4 BOT CHORD A -D=20/381, C -D=-20/381 NOTES- (8) APPROVED 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. 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) 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 100 Ib uplift at joint(s) A, C. 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. Q�OFESSIO/v =��O P�ZONIO F?, 76428 z 0 EXP. 12/31/2016 fn CMI. �P OF CAl IF��� April 19,2016 ®WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NII -7473 rev. 10/03/2015 BEFORE USE _ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use. the building designer must verily the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is ohvoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the lobrication. storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 _ _ - - Job TrussTruss Type Ory P y Webb. Paul NAILED 847100005 1603.104 H1 DIAGONAL HIP GIRDER 10 1 4 a- Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MTek Industries, Inc Tue Apr 19 05:16:26 2016 Page 1 I D:Op9DgAVonUYgwOvhu30DmizXNYb-y4N VVB4d2YwmBC3LdPU_NXiTar7achoNLmbiaDzPDnz -36-7 3.6-7 Scale = 1:19.3 NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D except at --lb) B=246. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 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 -B=70, B -G=-91, D -G=-70, E -F=20 ® WARNING - Verty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicoblity of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of urdviduol truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent colopse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information ovoloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. BUTTE COUIJTY BUILDING DIVISION APPROVE[� �pf ESS/0Nq =��OQP�10 N 10 y c C 76428 �z � Cr EXP. 12/31/2016 ` FOF CAI. April 19,2016 MiTek' 7777 Greenback Lane 2.83 12 NAILED NAILED m B C 4 a- 0 4x6 — A 4x5 = NAILED E NAILED Plate Offsets (X Y) - [C:0-3-7,0-0-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) 0.00 H >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 H >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 E n/a nla BCDL 10.0 Code IBC20121TP12007 (Matrix -M) Weight: 87 Ib FT = 20% LUMBER- BRACING - TOP CHORD 4x8 DF No.1 TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc purlins. BOT CHORD 4x6 DF No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) D=95/Mechanical, E=16/Mechanicel, B=688/0-7-12 Max Harz B=94(LC 4) Max Uplift D=-1 7(LC 8), B=246(LC 4) Max Grav D=95(LC 1), E=59(LC 3), B=688(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D except at --lb) B=246. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 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 -B=70, B -G=-91, D -G=-70, E -F=20 ® WARNING - Verty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicoblity of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of urdviduol truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent colopse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information ovoloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. BUTTE COUIJTY BUILDING DIVISION APPROVE[� �pf ESS/0Nq =��OQP�10 N 10 y c C 76428 �z � Cr EXP. 12/31/2016 ` FOF CAI. April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type Qty TCLL 20.0 Webb. Paul TC 0.15 TCDL 15.0 Lumber DOL 1.15 JPlyI 847100006 1603-104 H2 DIAGONAL HIP GIRDER 2 1 Code IBC2012JTP12007 (Matrix -M) LUMBER - TOP CHORD 4x8 DF No.1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MfTek Industries. Inc Tue Apr 19 05:16:26 2016 Page 1 ID:Op9DgAVonUYgwDvhu3ODmizXNYb-y4N VVB4d2YwmBC3LdPU_NXiTar7echoNLmbiaDzPDnZ -3.67 3-67 Scale = 1:19.3 2.83 12 NAILED B C 4 0 4x6 — A 4x5 = NAILED E NAILED LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.15 TCDL 15.0 Lumber DOL 1.15 BC 0.02 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 BCDL 10.0 Code IBC2012JTP12007 (Matrix -M) LUMBER - TOP CHORD 4x8 DF No.1 BOT CHORD 4x6 DF No.1 REACTIONS. (Ib/size) D=95/Mechanical, E=16/Mechanical, B=688/0-7-12 Max Harz B=94(LC 4) Max UpliftD=17(LC 8), 13=246(1_C 4) Max Grav D=95(LC 1), E=58(LC 3), B=688(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) 0.00 H >999 240 MT20 2201195 Vert(TL) -0.00 H >999 180 Horz(TL) -0.00 E n/a n/a Weight: 87 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (10) 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 nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D except at --lb) B=246. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 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-13=70, B -G=-91, D -G=-70, E -F=20 ® WARNING - Verify design Parameters and READ NOTES ON TNIS AND INCLUDED MnrEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design volid for use only with MTekO connectors. This design is based only upon parameters shown, and is for on individual budding component, not a truss system. Before use. the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is oWays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandra, VA 22314. BUIM COUNTY BUILDING DIV#s ➢4J AppVD Q�pFESS/O/v �O �iON10 �F �P yF� 2c�� C 76428 z � 0 EXP. 12/31/2016 TFOF April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type Qty Ply Webb, Paul Plate Grip DOL 1.15 TC 0.16 TCDL 15.0 847100007 1603-104 J01 Jack -Open 56 1 I Job Reference o tional SYSTEMS PLUS LUMBER CO. ANDERSON, CA 6-0-0 7.640 s Sep 29 2015 MiTek Industries. Inc Tue Apr 19 05:16:27 2016 Page 1 ID:Op9DgAVonUYgwOvhu30DmizXNYb•OGxUX5Gpr2doMeXB7ODvkFe1 FMnL82WaOKF6fzPDnY 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 TCDL 15.0 Lumber DOL 1.15 BC 0.48 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF Stud/Std G REACTIONS. (Ib/size) A=262/0-5-8, B=204/Mechanical, C=53/Mechanical Max Horz A=71 (LC 4) Max UpliftA=-22(LC 4), B=-71(LC 4) Max Grav A=262(LC 1), B=204(LC 1), C=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:15.5 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.02 C -E >999 240 MT20 220/195 Vert(TL) -0.10 C -E >748 180 Horz(TL) 0.01 B n/a n/a Weight: 22 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) . 1) Wind: ASCE 7-10; Vult=11Omph (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 ��� 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 u ('fit\ �t V N fit between the bottom chord and any other members. SUILiDI l(�q �,9 W 4) A plate rating reduction of 20% has been applied for the green lumber members. �yv� a 5) Refer to girder(s) for truss to truss connections. p P F(� 0 6) Refer to girder(s) for truss to truss connections. � 1�+, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, S. 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. Q�pFESSIO& ON 10 hcc �2G'i C 76428 z 0 EXP. 12/31/2016 m it �* Tq IV TFOF CALX April 19,2016 ® WARNING - Verify des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 0101II.7473 rev. 10/032015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not �, a Inas system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall ■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and brocing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Mexandrio. VA 22314. Suite 109^A - 1. — Job Truss Truss Type Oty Ply Webb, Paul I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 847100008 1603-104 J02 JACK -OPEN 25 1 1 TCDL 15.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mi Tek Industries, Inc Tue Apr 19 05:16:27 2016 Page 1 I D:Op9DgAVonUYgwOvhu3ODmizXNYb-OGxtiX5Gp2doMeXB7ODvkFgPFTIL82 WaQKF6fzPDnY Scale = 1:8.1 4.00 52 3x4 % LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) -0.00 E >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 E >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 7 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF Stud/Std G REACTIONS. (Ib/size) A=81/0-5-8, C=16/Mechanical, B=61/Mechanical Max Horz A=22(LC 4) Max UpliftA=-5(LC 4), B=-18(LC 4) Max GravA=81(LC 1), C=20(LC 3), B=61(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-8 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 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 D0L=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B. 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. ® WARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED bf17EK REFERENCE PAGE NI1.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTekO connectors. This design is based ordy upon parameters shown, and is for on individual building component, not a truss system. Before use. the building designer must verify the applicability of design porameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only, Additional temporary and permanent brocing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobricotion, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information avolable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. BUTTE COUlmi°f BUlLDING�ON �� APR Q�pFESS10/V �c�0 P�(ONIO h�16" C 76428 z ;0 0 EXP. 12/31/2016 m * , , i1 \OF p April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type ally Ply Webb, Paul (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 807100009 1601100 J02A Hall Hip Girder 9 1 Lumber DOL 1.15 BC 0.07 Vert(TL) -0.01 E -G >999 180 Jab Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2u1b Mi l ek Inaustnes, Inc. I ue Apr lu u0:1o:zo 416 rape r I D:Op9DgAVonUYgwOvhu3ODmizXNYb-vSVGwt5ua9AUQWDjkgXSSynrgfoO4bKtp44pe6zPDnX 4-0-0 2-0-0 Scale = 1:13.8 6x6 = 2x4 II B C 40 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 G >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.07 Vert(TL) -0.01 E -G >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 31 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 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 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. (Ib/size) A=255/0-5-8, D=248/Mechanical Max Horz A=53(LC 7) Max UpliftA=32(1_C 4), D=-40(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A-8-286/42 BOT CHORD A -E=29/254 WEBS B -D=299/50 NOTES- (12) 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 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) A, D. 9) "Semi-rigid pitchbreaks with fixed 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) 36 Ib down and 7 Ib up at 4-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 (plf) Vert: B -H=70, B -C=-70, A -D=20 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate This design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stobaity and to prevent collapse with possible personal injury and property damage. For general guidance regording the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPil Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. StJTTE COUNTY guiLpING DIVISION APPROVED Q�pFESSIO/V P�iONIO y�Fyc C 7642Cr 8 z EXP. 12/3112016 /m c(VI� T_OFCA1 April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type Qty Ply Webb. Paul PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 1 TC 0.06 R47100010 1603-104 J03 Jack -Open 9 1 BC 0.17 Vert(TL) -0.02 C -E >999 180 BCLL 0.0 ' Rep Stress Incr YES Job Reference (optional) SYSTEMS PLUS LUMBER CO. ANDERSON. CA 4-0.0 7.640 s Sep 29 2015 MiTek Industries. Inc Tue Apr 19 05:16:28 2016 Page 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-vSVGwt5ua9AUQW DjkgXSSynrMfnn4blfp44pe6zPDnX 3x4 Scale = 1:11.9 LOADING (psf) SPACING- 2-0-0 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=2511; Cat. II; Exp C; enclosed; MWFRS CSI. DEFL. in (loc) I/deo Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 1 TC 0.06 Vert(LL) -0.00 C -E >999 240 MT20 220/195 TCDL . 15.0 Lumber DOL 1.15 7) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. BC 0.17 Vert(TL) -0.02 C -E >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B nla n/a BCDL 10.0 Code IBC2012frP12007 (Matrix -M) Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 OF 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) A=172/0-5-8, B=133/Mechanical, C=34/Mechanical Max Harz A=46(LC 4) Max UpliftA=-12(LC 4), 8=-46(LC 4) Max GravA=172(LC 1), B=133(LC 1), C=55(LC 3) FORCES. (lb) - Max. Comp.IMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=2511; 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. BUTTE U 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 1 fit between the bottom chord and any other members. DIVISIONTY 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer girder(s) for truss truss connections. BUILDING ED 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B. a ti APP OV 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. 0 (ofESSIO& =��O P�(ONIO h� G'i C 76428 z ;)0 0 * EXPO 2/31/201 1 1CIV1,F�QcbF CACW' April 19,2016 ® WARNING - Verf/y design pammetens and READ NOTES ON THIS AND INCLUDED MITEX REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design volid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not �' a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Brocing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and brocing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 - _- Job Truss Truss Type Dty Ply Webb. Paul Plate Grip DOL 1.15 TC 0.05 TCDL 15.0Lumber 847100011 1601104 J04 Jack -Open Supported Gable 1 1 YES WB 0.04 BCDL 10.0 Code IBC2012frP12007 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 6.0-0 7.640 s Sep 29 2015 MiTek Industries. Inc. Tue Apr 19 (15:18:28 ZU1b rape 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-vSVGwt5ua9AUOW DjkgXSSynrYfoX4bhfp44pe6zPDnX 30 % 2x4 II 2x4 II 2x4 II LOADING (ps() SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.05 TCDL 15.0Lumber DOL 1.15 BC 0.12 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 BCDL 10.0 Code IBC2012frP12007 (Matrix) DEFL. in (loc) UdeO Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 2201195 Vert(TL) n/a n/a 999 Horz(TL) -0.00 E n/a n/a LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD BOT CHORD 2x4 DF Stud/Sid G WEBS 2x4 DF Stud/Std G BOT CHORD OTHERS 2x4 OF Stud/Std G + REACTIONS. All bearings 6-0-0. (lb) - Max Harz A=82(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) A, E. G, F Max Grav All reactions 250 Ib or less at joint(s) A, E, F except G=262(LC 1) FORCES. (lb) - Max. Comp.IMax. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:15.3 Weight: 27 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- (10) 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, E, G, F. 9) "Semi-rigid pitchbreaks with fixed 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. ® WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE 01.7473 rex. 10/03,2015 BEFORE USE Design volid for use only vrilh MTekPI connectors. This design is based only upon parameters shown. and is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate Ihis design into the overall budding design. Brocing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse vilh possible personal injury and property damage. For general guidance regording the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI BuOding Component Safety Information avoioble from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. BUTTE COUNTY. DIV4S106� APPROVE Q"oFESSIONq� oNio yF ���>, C 76428 z v EXP. 12131120161m * yt CIV 11. �TFOF CAl 1Fo� April 19,2016 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty P yb, Paul TCDL 15.0 Lumber DOL 1.15 BC 0.29 BCLL 0.0 ' Rep Stress Incr NO R47100012 JoebbReference 1603-104 JOS Jack -Open Girder 1 (optional) SYSTEMS PLUS LUMBER CO, ANDERSON. CA 7.640 s Sep 29 2015 MFrek Industries, Inc Tue Apr 19 05:16:29 2016 Page 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-Ne3e7D6W LTJL2fowIX2h_9Kzz34Bp22pl kpMBYzPDn W 59-15 5-4-15 Scale = 1:14.3 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 TCDL 15.0 Lumber DOL 1.15 BC 0.29 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) A=104710-5-8,C=920/Mechanical Max Horz A=63(LC 4) Max UpliftA-162(1_C 4), C=166(1_C 4) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS B -C=329/85 2x4 II DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.02 C -E >999 240 MT20 220/195 Vert(TL) -0.07 C -E >888 180 Horz(TL) -0.00 C n/a nla Weight: 51 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vu1t=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 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) A=162, C=166. 9) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Use USP JUS26 (With 1 Od nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-7-4 from the left end to 3-7-4 to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: B -F=70, A -C=-20 Concentrated Loads (lb) Vert: E=755(F) 1-1=755(F) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MII.7473 rev. f 0/012015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and is for on individual budding component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criterla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVED Q�OFESS/Okl/ =��0 P�(ONIO � oG'tiF��c2m _J C 76428 z ;0 0 EXP. 12/31/2016 m April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type aty Ply Webb, Paul LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD 847100013 1603-104 J06 Jack -Open 2 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 7ulb Mitek rnaustnes, me i ue Apny u6:1o:29 auio rage i ID:Op9DgAVonUYgwOvhu30DmizXNYb-Ne3e7D6WLTJL2fowIX2h_9K_433wp2Xp1 kpMBYzPDnW 5.4-15 5-415 Scale = 1:14.3 3x4 % LOADING (pso TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012frPI2007 CSI. TC 0.13 BC 0.37 WB 0.00 (Matrix -M) DEFL. in Vert(LL) -0.02 Vert(TL) -0.06 Horz(TL) 0.00 (loc) I/defl Ud C -E >999 240 C -E >999 180 B n/a n/a PLATES GRIP MT20 220/195 Weight: 20 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 5-4-15 oc purlins. 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. (Ib/size) A=235/0-5-8, B=183/Mechanical, C=47/Mechanical Max Horz A=64(LC 4) Max UpliftA=-19(LC 4), B=-64(LC 4) Max Grav A=235(LC 1), B=183(LC 1), C=78(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �, eu���®�� 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 TY fit between the bottom chord and any other members. ��le L ��p�'!� 99��� 4) A plate rating reduction of 20% has been applied for the green lumber members. ' 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) .07) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B. 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., Q�OFESSIG/v =��O ONIO F� 7642 C 8 z :10 Cr 0 EXP. 12/31/2016' m tS� civ 0, OFC April 19,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE 011II-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with M1ekO connectors. This design is based only upon parameters shown. and is for an individual building component, not �' o truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Sulle 109 Job Truss Truss Type aty Ply Webb, Paul LUMBER- BRACING - TOP CHORD 2x6 DF SS G 847100014 1603104 JOSA Half Hip Girder 1 1 end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc Tue Apr 19 05:16:30 2016 Page 1 I D:Op9DgAVonUYgwOvhu3ODmizXNYb-rrdOLZ786mRCfpN6sFZwXNsAASTIYUmyGNZwLzPDnV a-ao s -a -1s 4-0-0 1-0.15 ' Scale = 1:13.9 NAILED 6x6 = 2.4 11 B C 61 4x4 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code ISC2012lrP12007 CSI. TC 0.04 BC 0.07 WB 0.07 (Matrix -M) DEFL. in Vert(LL) -0.00 Vert(TL) -0.01 Horz(TL) 0.00 (loc) I/deft Ud G >999 240 E -G >999 180 D n/a n/a PLATES GRIP MT20 220/195 Weight: 28 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 5-4-15 oc purlins, except BOT CHORD 2x6 DF SS 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. (Ib/size) A=248/0-5-8, D=278/Mechanical Max Horz A=53(LC 22) Max UpliftA=31(LC 4), D=-47(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-8=268/42 WEBS B -D=327/59 NOTES- (12) 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 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) 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) A, D. 8) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 53 Ib down at 4-M on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 (pig Vert: B -H=70, B -C=-70, A-131=20 Concentrated Loads (lb) Vert: B= -03(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. BUTTE COUNTY BUILDING DMB AP P RO tl-=` Q�pFEss/o/v C P�(ONIO F.y � G) 76 C 76428 z EXP. 12/31/2016 r^ CIV11 �TFOF CAI W April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type Qty Ply _ Webb, Paul - Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.04 C -E >999 240 R47100015 I 1603-104 J07 Jack -Open Girder 1 2 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Apr 19 05:16:31 2016 Page 1 I D:Op9DgAVonUYgwOvhu3ODmizXNYt>J 1 AOYuBmt4Z3HzylQy493aPHfskvHxS6V I ITF RzPDnU 3.4-2 2-7-14 Scale = 1:15.3 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.04 C -E >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.13 C -E >542 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 56 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 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) A=1553/0-5-8,C=1386/Mechanical Max Horz A=70(LC 4) Max UpliftA=-188(LC 4), C=195(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS B -C=385/89 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 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ` 3) Wind: ASCE 7-10; 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 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt --1b) A=188, C=195. 9) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Use USP JUS26 (With 1Old nails into Girder & 1Old nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-10-4 from the left end to 4-10-4 to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 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 (plf) Vert: B -F=70, A -C=-20 Concentrated Loads (lb) Vert: H= -811(F) 1=-809(F) J= -809(F) ®WARNING - Vw* design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE . Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the Wilding designer must verify the applicability, of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and brocing of trusses and truss systems. see ANSI/TPI) Quality Criteria, DSO -89 and BCSI Building Component safety Information available from Truss Plate Institute. 216 N. Lee Street. Suite 312. Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVED Q,;�pFESS1pA14� O P�-�ONIO F2c C-) C 76428 -7 EXP. 12/3112016 April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type Qty P yb, Paul TCDL 15.0 Lumber DOL 1.15 BC 0.09 BCLL 0.0 ' Rep Stress Incr NO R47100016 JoebReference 1603.104 J12 Jack -Closed Girder 1 (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mrfek Industries, Inc. Tue Apr 19 05:16:312016 Page 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-J 1AOYu8mt4Z3HzylQy493aPL_spjHwH6V t ITF RzPDnU 3.4-2 5-10.12 3.4.2 2-6.10 Scale = 1:15.5 JUS24 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.04 TCDL 15.0 Lumber DOL 1.15 BC 0.09 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 BCDL 10.0 Ccde IBC2012rrP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std'. G REACTIONS. (Ib/size) A=851/0-5-8, D=684/Mechanical Max Horz A=76(LC 7) Max UpliftA=-140(LC 4), D=126(1_C 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-6=949/162 BOT CHORD A -J=-104/430, A -K=161/901, E -K=-161/901, E -L=161/901, D -L=-161/901 WEBS B -E=59/512, B -D=-989/196 DEFL. in (loc) [/deft Ud PLATES GRIP Vert(LL) -0.00 G >999 240 MT20 220/195 Vert(TL) -0.01 E >999 180 Horz(TL) 0.00 D n/a n/a Weight: 63 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (13) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) 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 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. 8) Provide metal plate or equivalent at bearing(s) D to support reaction shown. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt --Ib) A=140, D=126. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Use USP JUS24 (With 10d nails into Girder 8 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-6-12 from the left end to 4-6-12 to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 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: C -H=70, A -D=-20 ® WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design porometers and properly incorporate this design into the overall budding design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stobilily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPI) Quality Criteria, OSB -89 and BCSI Budding Component Safety Information available from Tens Plate Institute. 218 N. Lee Street. Suite 312. Mexondrio, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVED 4OFESSIO/V C O P�(ONIO J U C7 42 z EXP. 12/31/20, 6 AV OFCA_WtF� / April 19,2016 MiTek" 7777 Greenback Lane Job Truss Truss Type Qty Ply Webb, Paul _ R4 7100016 1603-104 J12 Jack -Closed Girder 1 2 Job Reference (optional) SYSTEMS PLUS LUMBER CO. ANUERSON, GA LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: J=348(F) K=343(F) L= -343(F) f 7.640 s Sep 29 2015 MTek Industries. Inc Tue Apr 19 05:16:31 2016 Page 2 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-J IAOYu8mt4Z3Hzy1Qy493aPL_spjHWH6V 1 ITF RzPDnU h S` ® WARNING • Veft design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE M11•7473 rev. 101032015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of incividual truss web and/or chord members only. Additional temporary and permanent bracing �y1 iTek• is olveoys required for slabdity and to prevent collapse vilh possible personal injury and property damage. For general guidance regarding the �A/� fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Cdterla, DSB•89 and BCSI Bulding Component 7777 Greenback Lane Safety Information available from Truss Plate tnskifute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 9561 Job Truss Truss Type Ory P yb, Paul LUMBER- connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. BRACING - 3) 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 TOP CHORD 2x6 DF SS G R47100017 JoebReference 1603-104 J13 Jack -Closed Girder 1 �f L (optional) SYSTEMS PLUS LUMBER CO, ANDERSON. CA 7.640 s Sep 29 2015 MfTek Industries, Inc Tue Apr 19 05:16:32 2015 Page 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-nDkmmE9OeOhwv7WVzg coyWxG9gONtFkh2OotzPDnT 34-2 2-7-14 Scale = 1:15.3 4x4 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC20121TP12007 CSI. TC 0.03 BC 0.10 WB 0.09 (Matrix -M) DEFL. in Vert(LL) -0.00 Vert(TL) -0.01 Horz(TL) 0.00 (loc) I/defi Ud E >999 240 E >999 180 D n/a n/a PLATES GRIP MT20 220/195 Weight: 64 Ib FT = 20% LUMBER- connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. BRACING - 3) 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 TOP CHORD 2x6 DF SS 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 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF SS G 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 end verticals. WEBS 2x4 DF Stud/Std G 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) A except Qt=1b) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=393/0-5-8, D=578/Mechanical 9)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. C� 10) Use USP JUS24 (With 1 O nails into Girder & IOld nails into Truss) or equivalent at 4-2-5 from the left end to connect truss(es) to back Max Horz A=78(LC 22) (J C 76428 -7 fn Max UpliftA=57(1_C 4), D=-109(LC 8) -J Z FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=749/127 EXP. 12/31/2016 m 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BOT CHORD A -E=125/692, EJ= -125/692, D -J=-125/692 WEBS B -E=-42/408, B -D=-755/156 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 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. COUNTY Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. ���-y�C 99 GC op j �! Webs connected as follows: 2x4 - 1 row at 0.9-0 oc. ��'�l.J' 1 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 t �9 connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 90% 3) 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 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A except Qt=1b) 9,()FESS1ONq Q 4 �� I0 F� D=109. ETON y 9)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. C� 10) Use USP JUS24 (With 1 O nails into Girder & IOld nails into Truss) or equivalent at 4-2-5 from the left end to connect truss(es) to back (J C 76428 -7 fn face of bottom chord. -J Z 11) Fill all nail holes where hanger is in contact with lumber. EXP. 12/31/2016 m 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 (plf) Vert: C -H=-70, A -D=-20 ®WARNING - VarNy, design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 10/03,2015 BEFORE USE Design valid for use only with Mitek® connectors. This design is based only upon parameters shown. and is for on individual budding component, not a truss system. Before use, the budding designer must verity the opplicobdity of design parameters and properly incorporate this design into the overall budding design. Brocing indicated is to prevent buckling of hdividuol truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Crlterlo, OSB -89 and SCSI Budding Component -- Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. CIVII- I-- CA1 April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type Qty Ply Webb, Paul OPPR®V ® ® WARNING - Verfy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE 847100017 I 160}104 J13 Jack -Closed Girder 1 �f L Jab Reference (optional) JYb11tMJ VLUJ LUMULK L.V, HrvucnJVrv, �.r LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: J= -461(B) f ID:Op9DgAVonUYgwOvhu3ODmizXNYb-nDkmmE9OeOhwv7WVzg coyWxGggONtFkh2OotzPDnT BUTTE COUNTY BUILDING DIVISION OPPR®V ® ® WARNING - Verfy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not �, a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall- _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTeK� is always required for stability and to prevent collapse Win possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSS -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Nef hts CA 9500 Job Truss Truss Type aty Plyb, Paul LUMBER- BRACING - Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.ISION TOP CHORD 2x6 DF SS G TOP CHORD Rd7100018 Joeb"Reference 1603 1 D4 J13A Jack -Closed Girder 1 �f G (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA r.b4u is aep zta zwo mi r ea imusmes, ma Tu r ro J 8rO ev F ID:Op9DgAVonUYgwOvhu3ODmizXNYb-nDkmmE90e0hwv7WVzgb coyVJGBrOMPFkI; otzPDnT 3-4-2 2-7-14 Scale = 1:15.3 HUS26-2 45 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2012lrP12007 CSI. TC 0.07 BC 0.16 WB 0.18 (Matrix -M) DEFL. in Vert(LL) -0.01 Vert(TL) -0.02 Horz(TL) 0.00 (loc) I/deft L/d E >999 240 E >999 180 D n/a n/a PLATES GRIP MT20 2201195 Weight: 64 Ib FT = 20% LUMBER- BRACING - Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.ISION TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF SS G � ® end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=1125/0-5-8,D=1152/Mechanical 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 Max Horz A=78(LC 7) fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. Max UpliftA=-275(LC 4), D=274(LC 8) ,()FESS/0/V Q Z girder(s) 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) A=275, FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. D=274. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. TOP CHORD A -B=1441/398 10) Use USP JUS24 (With IOld nails into Girder 8 10d nails into Truss) or equivalent spaced at 3-10-7 oc max. starting at 1-1-4 from the J C 7642 Z BOT CHORD A -J=-213/658, A -K=390/1376, E -K=-390/1376, E -L=390/1376, D -L=-390/1376 11) Use USP HUS26-2 (With 16d nails into Girder 8 16d nails into Truss) or equivalent at 3-0-8 from the left end to connect truss(es) to WEBS B -E=226/834, B -D=-15011444 back face of bottom chord. * *, NOTES- (13) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: `TO/ N -f y Top chords connected as follows: 2x6 - 2 rows staggered at D-9-0 oc, 2x4 - 1 row at 0-9-0 oc. c 'V 1 , ®�w O Bottom chords connected as follows: 2x6 - 2 rows staggered at D-9-0 oc. ���"li� ii VVV Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.ISION v 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 ����®t�� connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. � ® 3) 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 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 for truss to truss connections. ,()FESS/0/V Q Z girder(s) 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) A=275, �� �( O N IO D=274. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Gj 10) Use USP JUS24 (With IOld nails into Girder 8 10d nails into Truss) or equivalent spaced at 3-10-7 oc max. starting at 1-1-4 from the J C 7642 Z left end to 4-11-11 to connect truss(es) to back face of bottom chord. 11) Use USP HUS26-2 (With 16d nails into Girder 8 16d nails into Truss) or equivalent at 3-0-8 from the left end to connect truss(es) to Q EXP. 12/31/2016 back face of bottom chord. * *, 12) Fill all nail holes where hanger is in contact with lumber. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. CIVIL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 OF CA'L. Qgglinued op page 2 April 19,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MN -7473 rev. 10/03/2015 BEFORE USE Design valid for use only with Milek® connectors. This design is based only upon parameters shown. and is for on individual building component. not a Iruss system. Before use, the budding designer must verity the applicability of design parameters and properly incorporate this design into the overall �" budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/Hill Quality Criteria, DSB-89 and BCSI Building Component - 7777. Greenback Lane Solely Information avolable from Tens Plate Institute, 218 N. Lee Street. Suite 312. Alexondrio. VA 22314. Suite 109 _ Job Truss Truss Type Qty P yb, Paul �, o truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall 1247100018 Joeb"Reference 1603104 J13A Jack -Closed Girder 1 2 (optional) SYSItMS FLUS LUMLILK UU. r Ut Kburv, i_H LOAD CASE(S) Standard Uniform Loads (pig Vert: C -H=-70, A -D=-20 Concentrated Loads (Ib) Vert: J=632(13l) K= -455(B) L= -680(B) ID:Op9DgAVonUYgwOvhu3ODmizXNYb-nDkmmE90eOhwv7WVzgb coyVJGBtOMPFkh20otzPDnT BUTTE COUNTY BUILDING DNIsION APPROVED - 1 ® WARNING - V.W design parameter: and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. IM312015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and is for on individual budding component, not �, o truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall butd'mg design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Helahts. CA 95 Job Truss Truss Type Qty Ply Webb, Paul TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.00 F >999 240 Rd7100019 1 1603-1G4 its Half Hip Girder 2 1 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 HOrz(TL) 0.00 D n/a n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 19 05:16:33 2016 Page 1 I D:Op9DgAVonUYgwOvhu30DmizXNYb-FQ19za9OPhpnWH5hXN7d97UgEgWAIrXOyLnaKJzPDnS 30-0 0.6-0 C 2x4 11 2x4 11 Scale = 1:10.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.00 F >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 F >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 HOrz(TL) 0.00 D n/a n/a BCDL 10.0 Code IBC2012frP12007 (Matrix -M) Weight: 16 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except BOT CHORD 2x6 DF SS G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 100 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=146/0-7-8, D=135/Mechanical Max Horz A=39(LC 7) Max UpliftA=-13(LC 4), D=-17(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 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 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) 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) A, D. 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) 42 Ib down at 3-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: B -G=70, B -C=-70, A -D=20 ® WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE NI1.7473 rev. 10/03/2015 BEFORE USE Deign volid for use only with MiTelO connectors. This design is based only upon parameters shown. and is for on individual buddingcomponent, not a truss system. Before use, the brnlding designer must verity the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regording the fabricotion, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Crtierla, DSB-89 and BCSI Building Component Safety Information ovoilabfe from Truss Plate Institute. 218 N. Lee Street. Suite 312. Mexandrio, VA 22314. BUTTE COUNTY SUILDIING DIVISION APFtVE® Q�OFESSIO/V ON10 G1 C 76428 z 0 EXP. 12/31/2016 An April 19,2016 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply Webb, Paul Plate Grip DOL 1.15 TC 0.04 TCDL 15.0 R47100020 1603-104 J17 Jack -Closed 1 1 YES WB 0.00 BCDL 10.0 Code IBC2012rfP12007 Jab Reference optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek mdustnes, Inc. rue Apr le 05aa:33 2016 Pei ID:OpgDgAVonUYgwOvhu3ODmiz.XNYb-FQ19za9OPhpnWH5hXN7d9?UhPgVplrXOyLna JzPDnS 3-6-0 3x4 % LOADING (ps>] SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.04 TCDL 15.0 Lumber DOL 1.15 BC 0.12 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2012rfP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 OF SS G BOT CHORD 2x4 DF Stud/Std G REACTIONS. (Ib/size) A=147/0-7-8, B=112/Mechanical, C=29/Mechanical Max Horz A=39(LC 4) Max UpliftA=-8(LC 4), B=-39(LC 4) Max Grav A=147(LC 1), 8=112(LC 1), C=46(LC 3) FORCES. (Ib) - Max: Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.0 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.00 C -E >999 240 MT20 220/195 Vert(TL) -0.01 C -E >999 180 HOrz(TL) 0.00 B . n/a n/a Weight: 13 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-60 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 guide. NOTES- (8) 1) Wind: ASCE 7-10; Vult=11 Omph (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 BUTTE COUNTY 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��'��'��V ��\ I's'®N fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. ® / M 5) Refer to girder(s) for truss to truss connections. �� RO 0�// 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B. 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. 0 0f ESS IONq` �� O P�(O N IO hcc Fyc/ C 76428 z 0 EXP. 12/31/2016 m CIVIL )FOF CA1- April 19,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI r REFERENCE PAGE M147473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon porameters shown, and is for an individual binding component, not a truss system. Before use, the building designer must verity, the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of inc ividuol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPI) Quality Criteria, DSS -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Inslitufe. 218 N. Lee Street, Suile 312. Alexandria. VA 22314. - Suite 1009-` - ^" e. Job Truss Truss Type oty P webb, Paul TOP CHORD 2x4 OF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 G end verticals. R471DO021 1603-104 LAY01 GABLE 2 1 REACTIONS. All bearings 6-8-8. (lb) - Max Horz A=239(LC 5) Max Uplift All uplift 100 Ib or less al joint(s) A, G, H, J, 1, K Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA TO BE USED AS A FILLER TRUSS ONLY 7.640 s Sep 29 2015 MRek Industries, Inc Tue Apr 19 05:16:34 2016 Page 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-jcsXAwAfAlxe8Rgt55eshC 1 gi4saUlOYB?X7sIzPDnR 6_8-8 H G Scale a 1:38.7 LOADING (pso TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012ITP12007 CSI. TC 0.78 BC 0.02 WB 0.05 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) -0.00 G n/a n/a PLATES GRIP MT20 220/195 Weight: 50 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 6-8-8. (lb) - Max Horz A=239(LC 5) Max Uplift All uplift 100 Ib or less al joint(s) A, G, H, J, 1, K Max Grav All reactions 250 Ib or less at joint(s) A, G. H, J, 1, K FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A-8=257/182 NOTES- (9) 'BUTTE COUNTY 1) Wind: ASCE 7-10; Vull=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS M �� V isioN (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 V tj'a 2) All plates are 2x4 MT20 unless otherwise indicated.�® B 3) Gable requires continuous bottom chord bearing. a!7/ Li 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 for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, G. H, J, I, K. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FESSIO 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. q` Q� 0N10 yF�PyG1 =��o J X C 76428 z � 0 EXP. 12/31/2016 CIV1\� T�TFOF CAI W April 19,2016 ® wARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE M11.7473 rev. 10/03!1015 BEFORE USE Design vorid for use only with M1ekO connectors. This design is based only upon parameters shown, ond'n for an individual bustling component, not �" a truss system. Before use. the building designer must verity the oppticability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• • is ohvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobricotion• storage. delivery, erection and bracing of trusses and truss systems. see ANSI/rPil Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 ^- - Job Truss Truss Type Oty Ply Paul 1.15 TCDL 15.0 Lumber DOL 1.15 R47100022 1603-104 LAY02 GABLE 2 1 Code IBC20121TP12007 Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue r 19 05:1x:35 201 e rage 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-CoOvOGBHxJ3VmaF3fo95E a7GTCbDIEhOfGgOCzPDnO 3-111 89-0 TO BE USED AS A FILLER TRUSS ONLY 6x6 // Scale = 1:24.3 C D E F G H 3x4 // LOADING I[= SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 15.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC20121TP12007 CSI. DEFL. in (loc) I/defl Ud TC 0.15 Vert(LL) n/a n/a 999 BC 0.03 Vert(TL) n/a n/a 999 WB 0.05 Horz(TL) -0.00 1 nla n/a (Matrix) LUMBER- BRACING - TOP CHORD 2x4 DF Stud/Std G TOP CHORD BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G BOT CHORD OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 10-8. (lb) - Max Horz A=142(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) A, I, J, M. K. L. N except 0=120(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, I, J, M. K. L, O, N FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 220/195 Weight: 62 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- (10) 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 fight exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, I, J. M. K, L, N except Qt=lb) 0=120. 9) 'Semi-rigid pitchbreaks with fixed 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. ® WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE Design valid for use orgy wilh Mifek® connectors. This design is based only upon parameters shown, and is for on individual budding component, not o truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is alwoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobrfcotion, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/fP11 Quality Criteria, DSS -89 and BCSI Building Component Safety Information ovaiobte from truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandra. VA 22314. Q?-pf ESS1pNq/ P�(ONIO h�Fyc J C 76428 z � v * EXP. 12/31/2016 \OFCAll- April 19,2016 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply Webb. Paul 2) Provide adequate drainage to prevent water ponding. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 847100023 1 1603-104 LAY03 GABLE 1 1 TCDL 15.0 Lumber DOL 1.15 BC 0.26 Q=147, J=667, P=171, M=111, K=818. Vert(TL) n/a n/a 999 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA TO BE USED AS A FILLER TRUSS ONLY 7.640 5 Sep 29 2015 MiTek Industries, Inc. t ue Apr 19 US:I "A 2Ulb Y e 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-CoOvOGBHxJ3VmaF3fo95EQaptT8zDdWhQ(Gg CzPDnQ S6-0 34-0 3x4 \\ A B C DEF G O P O NML K J 4x5 II 6x6 = 2x8 II Scale = 1:60.5 Plate Offsets (X Y)- fG0-1-7 Edgel [I:0-0-120-1-81 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 LOADING (psi) SPACING- 2-0-0 CSI. 2) Provide adequate drainage to prevent water ponding. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.94 ONIO Vert(LL) n/a n/a 999 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.26 Q=147, J=667, P=171, M=111, K=818. Vert(TL) n/a n/a 999 Q �L EXP' 12/31/2016 m BCLL 0.0 ' Rep Stress Incr YES WB 0.55 T9 CjVI1- Horz(TL) 0.00 J n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Design vo5d for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into me overall bustling design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Weight: 135 Ib FT = 20% LUMBER- BRACING - Safety Information ovoilable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. TOP CHORD 2x4 DF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 G end verticals. WEBS 2x4 DF Stud/Std G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-0: 2x4 DF No.2 G WEBS 1 Row at midpt A -Q, B -P, E -M, H -K, F -L, C -O, D -N OTHERS 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. All bearings 8-10-0. (lb) - Max Harz Q=-355(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) L. O, N except 0=147(1-C 6), J=-067(LC 7), P=-171(LC 5), M=-111(LC 14), K=-818(LC 4) ��'i�� (1®�� Max Grav All reactions 250 Ib or less at joint(s) Q. P. M, L, O, N except J=896(LC 4),K=809(LC7) C v BUILDING DIVISION FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I-=51/639 =262/277, APPROVED BOTCHORD CHORD P -1Q O -P=-262/277, N -O=-262/277, M -N=-262/277, L -M=-262/277, K -L=-262/277 WEBS I -K=-644/771 NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 unless otherwise indicated. 1 ESS)Q 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q /`/ Q� q` ' ONIO 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 P FX fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A rating reduction of 20% has been applied for the green lumber members. _� plate 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) L, O, N except (jt=1b) �+ U V li 76428 m Q=147, J=667, P=171, M=111, K=818. I 0 'O 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q �L EXP' 12/31/2016 m 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. T9 CjVI1- TFOF CALF April 19,2016 ® WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 rev. 10/03201 S BEFORE USE. Design vo5d for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into me overall bustling design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricotion, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/71`11 Duality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information ovoilable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109r-` Job Truss Truss Type ally Ply Webb, Paul PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 R4710002d 1603-104 LAY04 GABLE 1 1 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MTek Industries, Inc Tue Apr 19 05:16:36 2016 Page 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-g?_HbcCvicBMNkgGCVgKmd6A6tXtyB 1 reJOExezPDnP 10-4.9I 159-10 r 10-4-9 551 TO BE USED AS A FILLER TRUSS ONLY 3x6 /i Scale = 1:62.1 3x4 // R O P O 3x6 // 55-1 15-9.10 551 10-4-9 Plate Offsets (X.Y)-- [G:0-2-9.Edoel. IJ:0-0-10.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 J n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix) Weight: 90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-9-10. (lb) - Max Hoa A=398(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) A, J, P, K, L, M except N=-119(LC 8), R=111(LC 8), Q=-111(LC 8), 0=-114(LC 8) Max Grav All reactions 250 Ib or less at joints) J, P, N. K. L, M. R, 0, O except A=310(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-8=438/180, B -C=-333/141 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) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 34-0 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 100 Ib uplift at joint(s) A, J, P. K, L, M except Qt=lb) N=119, R=111, 0=111, 0=114. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) J, N, K, L, M, O. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. j ® WARNING - Verhy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIO -7473 rev. IOM312015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design.. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/rPll Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from truss Plate Institute. 218 N. Lee Street. Suite 312. Alexondrio. VA 22314. BUTTE COUI� BUILDING DIVISION APPROVED 99,0FESS10A15q,, =��O P�ZONIO h�Fyc -Co 'P C 76428 z ;)o EXP. 12/3112016 m sTq CIVi\- TFOF CN -W April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type Qty Ply Webb. Paul TOP CHORD 2x4 DF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 G end verticals. R47100025 1603104 LAY05 GABLE ' 1 1 Installation guide. REACTIONS. All bearings 8-2-8. (lb) - Max Hoa A=296(LC 5) Jab Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA TO BE USED AS A FILLER TRUSS ONLY 7.640 s Sep 29 2015 Mrrek Industries, Inc Tue Apr 19 05:16:36 2016Page 1 I D:Op9 DgAVo nUYgwOvhu3ODm izXN Yb -g 7_H bcCvicB M N kqG C Vg Kmd 65 UtXty8k reJOExezPOn P 8-2-8 8.2-8 H G Scale = 1:46.3 LOADING (pso TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15, Rep Stress Incr YES Code ISC2012lrP12007 CSI. TC 0.50 BC 0.03 WB 0.10 (Matrix) DEFL. in (loc) I/defi Ud Vert(LL) n/a n/a 999 Vet(TL) n/a n/a 999 Horz(TL) -0.00 G n/a n/a PLATES GRIP MT20 220/195 Weight: 63 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 G end verticals. WEBS 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G WEBS 1 Row at midpi F -G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 8-2-8. (lb) - Max Hoa A=296(LC 5) Max Uplift All uplift 100 Ib or less at joints) G, H except A=-108(LC 6), J=-120(LC 8), 1=-103(LC 8), K=-113(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A. G. H. I, K except J=257(LC 15) ����� (�®! E NTT 7� ��1 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. � 1�� /j j�� p� DIVISION I TOP CHORD A -B=324/226, B -C=-262/183 � ®� `, �/ i , �B BUILDING NOTES -W AP M VED nil ASCE 7-10; Vult=110mph (3 -second gust) Vasil=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWF RS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, H except (jt=1b) '�'pF ESSIOJV Q A=108, J=120, 1=103, K=113. "Semi-rigid in design of this truss. 8) pitchbreaks with fixed heels" Member end fixity model was used the analysis and �l�O P�(ONIO 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. C 76428 7 J Of 0 EXP. 12/31/2016 * CMI. A T�TFOF CALW April 19,2016 ® WARNING - Verily d"Ign parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MII.7473 ray. IM312015 BEFORE USE Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is for on individual building component. not a truss system. Before use, the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the lobricotion, storage, delivery, erection and bracing of busses and truss systems, see ANSI/1PI1 Quality Criteria, DSS -89 and SCSI Budding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 �- Job Truss Truss Type Oty P ywebD, vain LUMBER- BRACING - 3) The Fabrication Tolerance at joint D = 4% TOP CHORD 2x4 DF No.2 G TOP CHORD R47100026 1603104 I.AY06 GABLE 1 1 Rigid ceiling directly applied or 10-0-0 oc bracing. D -E: 2x4 DF No.2 G WEBS 1 Row at midpt A -H OTHERS 2x4 DF Stud/Std G 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Job Reference (optional) SYSTEMS PLUS LUMBER CO. ANDERSON, CA TO BE USED AS A FILLER TRUSS ONLY Plate Offsets (X.Y1-- [E:0-3-8.Edoe 4.5-0 4-5.0 A 3x5 II 7.640 s Sep 29 2015 MiTek Industries, Inc Tue Apr 19 05:16:37 2016 Pag e 1 I D:Op9 DgAVonUYgwOvh u3ODm izXNYb-8BYfpyCXTwJC7 uPS mD BZJrfAwHk2hde_UInT4zP D nO H G F E 4x5 11 2.4 11 4x12 M18SHS II Scale = 1:47.5 LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012fTP12007 CSI. TC 0.84 BC 0.61 WB 0.18 (Matrix) DEFL. in Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.00 (loc) I/deft Lid n/a 999 nla 999 E nla n/a PLATES GRIP MT20 220/195 M18SHS 2201195 Weight: 48 Ib FT = 20% LUMBER- BRACING - 3) The Fabrication Tolerance at joint D = 4% TOP CHORD 2x4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-5-0 oc purlins, except BOT CHORD 2x4 DF No.2 G q end verticals. WEBS 2x4 OF Stud/Std G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D -E: 2x4 DF No.2 G WEBS 1 Row at midpt A -H OTHERS 2x4 DF Stud/Std G 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. MiTek recommends that Stabilizers and required cross bracing 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. EXP. 12/31/216 m be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 4-5-0. �T9 CjV(L (lb) - Max Harz H=-291(LC 6) OFC Max Uplift All uplift 100 Ib or less at joint(s) except H=489(LC 6), E=-316(LC 7), G=-389(LC 7), F=606(LC 4) ����� �of�y gi, 0"r�/ ! V ( 1 Max Grav All reactions 250 Ib or less at joint(s) except H=375(LC 5), G=587(LC 4), F=607(LC 16) E=514(LC 4),��I DIVISION FORCES. (lb) - Max. CompdMax. Ten. - All forces 250 (lb) or less except when shown. �� �� ED TOP CHORD C -D=304/212, D -E=-297/175 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iw iTe k' WEBS C -F=293/284 fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TFII Quality Criteria, DSO -89 and SCSI Building Component NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) All plates are MT20 plates unless otherwise indicated. 3) The Fabrication Tolerance at joint D = 4% 4) Gable requires continuous bottom chord bearing. F�SS�Q 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. q 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 OQ ON 10 fit between the bottom chord and any other members, with BCDL = 10.0psf. �� ' 7 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 489 Ib uplift at joint H, 316 Ib uplift at joint E, 389 Ib uplift at joint G and 606 Ib uplift at joint F. J U Ci 76428 Z 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. EXP. 12/31/216 m �T9 CjV(L OFC April 19,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED Mr1EK REFERENCE PAGE 11111-7473 my. 10/0372015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based ordy upon parameters shown, and is for on individual budding component, not �' a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iw iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TFII Quality Criteria, DSO -89 and SCSI Building Component 7777 Greenback Lane Safety Inrormailon available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 -- ----- Job Truss Truss Type Ory Ply Webb, Paul 1.15 TC 0.38 TCDL 15.0 Lumber DOL 1.15 847100027 1 1603-104 LAY07 GABLE 1 1 Code IBC2012/TPI2007 (Matrix) LUMBER - Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 5.11-8 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 19 05:16:37 2016 Page 1 ID:OpgDgAVonUYgwOvhu3ODmizXNYb-8BYfpyCXTwJC?uPSmDBZJrflDHsLhe3 tzlnT4zPDnO 18.7-8 12-8-0 6x6 // TO BE USED AS A FILLER TRUSS ONLY K L 3x4 // W v U T S R O P O N M LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.38 TCDL 15.0 Lumber DOL 1.15 BC 0.08 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 DF Stud/Std G BOT CHORD 2x4 DF No.2 G WEBS 2x4 OF Stud/Std G OTHERS 2x4 OF Stud/Std G Scale = 1:35.4 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) n/a nla 999 MT20 220/195 Vert(TL) n/a n/a 999 Horz(TL) -0.00 M n/a n/a Weight: 130 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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 18-7-8. (lb) - Max Horz A=219(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) A, M, N, S, O, P, O, R, U, T except W=-110(LC 8), V=118(1 -C 8) Max Grav All reactions 250 Ib or less at joint(s) A, M. N. S, O, P, O, R. W. V, U, T FORCES. (lb) - Max. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TIC DL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, M, N, S, O, P, O, R , U, T except Qt=lb) W=110, V=118. 9) "Semi-rigid pitchbreaks with fixed 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEX REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE Design valid for use only with MiTek8 connectors. This design is based only upon parameters shown. and is for on individual budding component, not o truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Crlterla, DSB-89 and SCSI Building Component ' Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexondrio. VA 22314. Bu-rrE couNrr BUILDING DIVISION APPROVED Q,�pFESS10Nq ON 10 U C 76428 -7 M p * EXP. 12/31/20x6 ti xz- �FOFCAI.�F�� April 19,2016 MiTek' 7777 Greenback Lane -- Ino Job Truss Truss Type Ory Ply Webb, Paul Plate Grip DOL 1.15 TC 0.71 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 15.0 847100028 1603-104 LAY08 GABLE 2 1 WB 0.05 Horz(TL) -0.00 G n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MTek Industries, Inc. Tue Apr 19 05:16:38 2016 Page 1 I D:Op9DgAVonUYgwOvhu3ODmizXNYb-cN5201 D9DER3d2_eKwios2CNihDWO6386dVL7XzPDnN 6-5-8 6-5-8 TO BE USED AS A FILLER TRUSS ONLY Scale = 1:37.4 H G LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 G n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix) Weight: 48 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF Stud/Std G TOP CHORD BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G BOT CHORD OTHERS 2x4 OF Stud/Std G REACTIONS. All bearings 6-5-8. (lb) - Max Horz A=229(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) A, G, H, J, I, K Max Grav All reactions 250 Ib or less at joints) A, G, H, J, I, K FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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- (9) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, G, H, J, I, K. 8) '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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NII -7473 rev. 10/0312015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and is for on individual budding component. not o truss system. Before use, the building designer must verity the oppficobdity of design parometers and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/1P11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information ovoiable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVED 9';xpFESS10tV =��O P�(ONIO F.y U oGO tiF��c�m U C 76428 z ';0 � o EXP. 12/31/2016 s� CIVI OF CAl1F April 19,2016 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty LOADING (pso Paul847100029 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP IPlyIWebb, Plate Grip DOL 1.15 1603-104 LAY09 GABLE 1 Lumber DOL 1.15 BC 0.39 Vert(TL) n/a n/a 999 BCLL 0.0 ' Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 5 Sep 29 2015 Mi -Tek Industries, Inc TueApr 19 05:16:39 20115 Page 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-4afOEdEn_XZWECZrueDIOGkaC5Tz9X?HLHEuXzzPDnM 11-8-0 11-8-0 -10.0 TO BE USED AS A FILLER TRUSS ONLY 4x5 11 5x6 N\12.65 Ltz A B C D E F G H I 3x8 J 5x6 II Scale = 1:40.7 Plate Offsets (X Y}- IH•0-2-9 Edgel (J:Edge 0-3-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.39 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) -0.00 J n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 101 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 G end verticals. WEBS 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 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. All bearings 12-6-0. (Ib) - Max Horz Q=-229(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) M, O, N except Q=-653(LC 4), J=227(LC 5), P=-613(LC 5), K=347(LC 4), L=101(1_C 5) Max Grav All reactions 250 Ib or less at joint(s) O, N except Q=599(LC 7), J=290(LC 6), P=682(LC 6), M=253(LC 2), K=413(LC 16), L=267(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) M, O, N except (jt=1b) Q=653, J=227, P=613, K=347, L=101. 9) "Semi-rigid pitchbreaks with fixed 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. ® WARNING - Verity design parametens and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent conopse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Crlterb, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 21 B N. Lee Street, Suite 312. Alexandria. VA 22314. Q�OFESS IOAIq ONIO " h� F2c/ C 76428 z ;10 Cr Q d- EXP. 12/31/2016 r^ lIV11C \FOFCA. April 19,2016 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Ory Ply Webb, Paul Plate Grip DOL 1.15 TC 0.72 TCDL 15.0 847100030 1603.1 D4 LAY10 GABLE 1 1 YES WB 0.17 BCDL • 10.0 Code IBC2012lrP12007 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.b40 S Sep zu zu1S mi i eK mausures, me i ue Apr iv = io:aa — ro r e , ID:Op9DgAVonUYgwDvhu3ODmi7XNYb-4afOEdEn_XZwECZrueDIOGkYL5Xo9XKHLHEu uPDnM 7-11-8 15.6-0 7-11-B 7-6.12 TO BE USED AS A FILLER TRUSS ONLY 6x8 // E 3x4 II J K 3x4 // T s R 0 P 0 N M L LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.72 TCDL 15.0 Lumber DOL 1.15 BC 0.14 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 BCDL • 10.0 Code IBC2012lrP12007 (Matrix) DEFL. in (loc) Ildefl Ud Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) -0.00 L n/a n/a LUMBER- BRACING - TOP CHORD 2x4 DF Stud/Std G TOP CHORD BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G BOT CHORD OTHERS 2x4 DF Stud/Std G WEBS REACTIONS. All bearings 15-6-4. (lb) - Max Horz A=295(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) L, M, O, N. O, P except A=106(LC 6), T=-111(LC 8), S=-11O(LC 8), R=-113(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, L. M, O, N, O, P, T, S except R=258(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=318/220, B -C=-261/181 3x4 11 Scale = 1:50.1 PLATES GRIP MT20 220/195 Weight: 124 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. 1 Row at midpt K -L MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BUTTE E COUNTY BUILDING DIVISION NOTES- (10) 0 PPROVE® 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf: h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) L, M, O, N. O, P except (jt=1b) A=106, T=111, S=110, R=113. 9) 'Semi-rigid pitchbreaks with fixed 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 . ® WARNING - Verfly desl8n parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE 01,111-7473 rev. 10/03/2015 BEFORE USE- Design SEDesign valid for use only with MiTek® connectors. This design is based only upon parameters Shown. and is for on individual budding component. not a truss system. Before use, the building designer must verify the opplicobility of design parameters and property incorporate this design into the overall building design. Brocing indicated is to prevent buckling of ihdviduol truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPI1 Oudlty Criteria, DSB-89 and BCSI Bulding Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. �pFESS/0/v '09 ONiO h, Fac C 76428 z v EXP. 12/3112016 m s1T civil- OFC IVIl- OFC April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type CSI. Webb, Paul PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 1ply 847100031 1603-104 LAY11 GABLE 10ty 2 1 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr Job Reference o tional SYSTEMS PLUS LUMBER CO. ANDERSON. CA TO BE USED AS A FILLER TRUSS ONLY 7.640 s Sep 29 2015 MiTek Industries, Inc Tue Apr 19 05:16:40 2016 Page 1 I D:Op9DgAVonUYgwOvhu3ODmizXNYb-YmDoRzFPlrhnsMBI RLIGxTHotUvxu?BOZx_R4PzPDnL 7-6A 7-6-4 H G Scale = 1:42.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) n/a nla 999 MT20 220/195 TCOL 15.0 Lumber DOL 1.15 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 G n/a nla BCOL 10.0 Code IBC20121TPI2007 (Matrix) Weight: 57 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 G end verticals. WEBS 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 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. All bearings 7-64. (lb) - Max Hoa A=270(LC 7) Max Uplift All uplift 100 Ib or less at joints) A, G, H, J, I except K=-105(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, G. H, J, I, K FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-8=2931206 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) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, 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 100 Ib uplift at joint(s) A, G. H, J, I except Qt=lb) K=105. 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. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for on individual budding component, not o truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for skobdity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TP11 Quality Criteria. DSB•89 and BCSI Building Component Safety Information ovolable from Tens Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 4 - BUTTE COUNTY BUILDING DIVISION PROVED 0 ofrESSIO& CJ �O �ONIO C 76428 z ;10 0 EXP. 12/31/2016 r^ * , , of April 19,2016 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply Webb, Paul 1.15 TC 0.85 TCDL 15.0 Lumber DOL 1.15 " R47100032 1603.106 LAY12 GABLE 3 1 Job Reference o 6onal SYSTEMS PLUS LUMBER CO, ANDERSON, CA TO BE USED AS A FILLER TRUSS ONLY LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.85 TCDL 15.0 Lumber DOL 1.15 BC 0.05 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 BCDL 10.0 Code IBC2012ITP12007 (Matrix) LUMBER - TOP CHORD 2x4 OF Stud/Std G BOT CHORD 2x4 DF No.2 G WEBS 2x4 OF No.2 G *Except* D -F: 2x4 OF Stud/Std G OTHERS 2x4 OF Stud/Std G r.oau s aep ey cu ro mi r ex muuames. enc rp - . .�� mow= , ID:Op9DgAVonUYgwOvhu30DmizXNYb YmDoRzFPlrhnsM81RLIGxTHhSUvWuw2QZx R4PzPDnL 42-8 42-8 H G F E 2x4 II 6x6 = 2x8 II 42-8 DEFL. in (loc) I/deft L/d ' PLATES GRIP Vert(LL) n/a n/a 999 MT20 220/195 Vert(TL) n/a n/a 999 Horz(TL) -0.00 E n/a n/a BRACING- TOPCHORD BOT CHORD WEBS REACTIONS. All bearings 4-2-8. (lb) - Max Horz H=338(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) H, G except E=-837(LC 5), F=-835(LC 4) Max Grav All reactions 250 Ib or less at joint(s) H. G except E=844(LC 6), F=859(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD D -E=829/847 BOT CHORD G -H=295/265, F -G=-2951265 WEBS D -F=853/853 Scale = 1:54.4 Weight: 75 Ib FT = 20% Structural wood sheathing directly applied or 4-2-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt A -H, D -E, B -G, C -F, D -F MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BUTTE COUNTY BdJlLDING DIVISION APPROVED 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) H, G except Qt=1b) E=837, F=835. 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 Plus Lumber Co. ® WARNING - Vwffy design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE M11.7473 rev. 10/031015 BEFORE USE Design valid for use only with MiTekll, connectors. This design is based only upon parameters shown, and is for on individual budding component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional lemporory and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSIITP11 Quallty Criterio, DSB-89 and SCSI Building Component Safety Information ovoioble from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. 9, pOESS/o/V4 ONIO � oG'tiF��c�m C 76428 Z 0 EXP. 12/31/2016 m April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type aty Ply Webb, Paul TCLL 20.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) n/a n/a 999 847100033 1603-104 LAY13 GABLE 1 1 I BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 G nla n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA TO BE USED AS A FILLER TRUSS ONLY 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 19 05:16:41 2016 Page 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-OynAeJG2W9peU ViD73GVThgxbuFCdTzaobj7cszPDnK 7-1-12 H G Scale = 1:33.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 G nla n/a BCDL 10.0 Code IBC2012fTP12007 (Matrix) Weight: 46 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 7-1-12. (lb) - Max Harz A=203(LC 7) Max Uplift All uplift 100 Ib or less at joints) A, G, H, J, 1, K Max Grav All reactions 250 Ib or less at joint(s) A, G. H, J, I, K FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, G. H, J, I, K. 8) "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. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEI r REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for on individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Q'wpFESSION44 =��O ONIO C 76428 Z ;)o v EXP. 12/31/2016 m OF CAI. April 19,2016 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply Webb. Paul , 1.15 TC 0.14 TCDL 15.0 R47100034 1603-104 LAY14 GABLE 1 1 YES WB 0.10 BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA TO BE USED AS A FILLER TRUSS ONLY 7.640 s Sep 29 2015 MiTek Industries, Inc Tue Apr 19 05:16:412016 Page 1 I D:Op9DgAVonUYgwOvhu3ODmizXNYb-OynAeJG2W9peUViD?3GVThq 1 xuFudS 1 aobj7cszPDnK 111119-10-1 13-9-1 6-1-0 6x6 \\ 6x6 \\ S R O P O N M 3x4 = LOADING (ps' SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 TCDL 15.0 Lumber DOL 1.15 BC 0.04 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 OF Stud/Std G BOT CHORD 2x4 OF No.2 G OTHERS 2x4 DF Stud/Std G Scale = 1:36.2 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.00 K n/r 120 MT20 220/195 Vert(TL) 0.00 K n/r 120 Horz(TL) 0.00 K n/a n/a Weight: 114 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 64)-0 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 guide. REACTIONS. All bearings 19-10-1. (lb) - Max Harz A=-240(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) A, Q, P, U, T, R except M=-109(LC 9), N=122(LC 9), S=132(LC 9) Max Grav All reactions 250 Ib or less at joint(s) A, K, Q, M. O, P, U, T, S, R except N=251 (LC 16) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE COUNTY NOTES- (12) BUILDING DIVISION 1) Unbalanced roof live loads have been considered for this design.�� ®� 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasil=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 ELJ 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, Q, P, U, T. R i� ESS1 /Vq except (jt=lb) M=109, N=122, S=132. F 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, U, T. OQ ON I O L �y 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ' 7 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. _� P F,pCD C 76428 Z ;I0 v * EXP. 12/31/2016 rn r CIVIC T�OF CAI. April 19,2016 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MX7473 rev. 10/03/2015 BEFORE USE Design valid fa use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Dually Criteria, DSB-89 and BCSI Building Component - 7777 Greenback Lane Safety Information ovalable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ^- "- Job Truss Truss Type Qty Ply Webb. Paul 2) All plates are 2x4 MT20 unless otherwise indicated. 9-6-4 3) Gable requires continuous bottom chord bearing. 46-4 LOADING (psf) 847100035 1603.104 LAY15 GABLE 1 1 TCLL 20.0 Plate Grip DOL 1.15 TC 0.42 Qt=1b) 0=163, H=135, 1=118. Vert(LL) n/a n/a 999 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s sep 2s zulb Mn ek inaustnes, ma t ue Apr 1s ub:16:42 206 PI ID:Op9DgAVonUYgwOvhu3ODmizXNYb-U9LYsfGgHSxV5fHQZmnkOuM8FIXALubj1F e 8lzPDnJ 9.6.4 9-6-4 2x8 II A SED AS A FILLER TRUSS ONLY Scale = 1:60.6 O N M L K J I 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS 3x5 II (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) All plates are 2x4 MT20 unless otherwise indicated. 9-6-4 3) Gable requires continuous bottom chord bearing. 46-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.42 Qt=1b) 0=163, H=135, 1=118. Vert(LL) n/a n/a 999 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.23 J Z z 0 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 H n/a n/a OFIC BCDL 10.0 Code IBC2012lTP12007 (Matrix) Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual budding component, not �' Weight: 85 Ib FT = 20% LUMBER- BRACING - 7777 Greenback Lane TOP CHORD 2x4 DF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 G end verticals. WEBS 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G WEBS 1 Row at midpt A-0, B -N MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 9-6-4. (lb) - Max Harz 0=-347(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) N, K, J, M, L except 0=-163(LC 6), H=-135(LC 7), 1=-118(LC 9) Max Grav All reactions 250 Ib or less at joint(s) O, N. K, I, J, M. L except H=275(LC 4) COUNTY A' BUTTE C®U I yTY �I FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. nl A i BUILDING DIVISION I \ /I c BUILDING TOP CHORD E -F=266/168, F -G=-318/215, G -H=-378/259 v V 4✓d V BOT CHORD N-0=174/273, M -N=-174/273, L -M=-174/273, K -L=-174/273, J -K=174/273, I -J=-174/273, H-1=174/273 APPROVED" NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. F� SS/Q 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) N, K, J, M, L except Q Atq CFti OQ `ONIO Qt=1b) 0=163, H=135, 1=118. _j ' 7 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 Um C 76428 J Z z 0 EXP. 12/31/2016 ^� CIVIC. OFIC April 19,2016 ® WARNING - Va ft design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual budding component, not �' a truss system. Before use, the budding designer must verify the opplicobility of design parameters and properly incorporate this design into the overo0 budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ■■ MiTek' is always required for stability and to prevent codopse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexondrio. VA 22314. Suite 109 ^A - 1A oma= Job Truss Truss Type CITY Ply Webb, Paul Plate Grip DOL 1.15 TC 0.13 TCDL 15.0 47100036 R 1601104 LAY16 GABLE 1 1 YES WB 0.05 BCDL 10.0 Code IBC2012/TP12007 (Matrix) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA - 7.640 s Sep 29 2015 MiTek Industries, Inc Tue Apr 19 05:16:43 2016 Page 1 I D:Op9DgAVonUYgwOvhu3ODmizXNYb-zLvw3?Hl2m3Mjpsc7U lzZ6VN W iwX4N BtFvC6gkzPDnl 4.9.4 449-4 Scale = 1:33.2 i' 3x4 TO BE USED AS A FILLER TRUSS ONLY J 1.27 12 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 TCDL 15.0 Lumber DOL 1.15 BC 0.03 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 BCDL 10.0 Code IBC2012/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 OF Stud/Std G BOT CHORD 2x4 DF No.2 G OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 9-6-9. (lb) - Max Horz A=108(LC 5) Max Uplift All uplift 100 Ib or less at joints) A. J. I, H except K=-121(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, G, J, I, H, K FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) IIden Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 220/195 Vert(TL) n/a n/a 999 Horz(TL) 0.00 G n/a n/a Weight: 42 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 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=254; 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) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, J. I, H except (jt=1b) K=121. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, G, J, I, H, K. 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. ® WARNING - Veriry, design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE Design valid for use only with MTek® connectors. This design is based a* upon parameters shown. and is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. BUTTE TE COUNI T BUILDING DIVISION APPROVED )�Of ESS/ONq� 0 N 10 C 76428 7 0 * EXP. 12/31/2016 f� ST CIV1'l- �TFOF CALIF April 19,2016 Dot MiTek' 7777 Greenback Lane Job Truss Truss Type Qty (loc) I/defl L/d n/a 999 nla 999 G nla n/a Webb, Paul LUMBER- BRACING - Gable requires continuous bottom Chord bearing. TOP CHORD 2x4 DF Stud/Std G TOP CHORD 847100037 1603-104 LAY17 GABLE 2 IPlyI 1 Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing , 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mn ek Inausmes, Inc rue Apr 19 u5:1b:4a zulb rage 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-zLvw3?Hl2m3Mjpsc7UlzZ6vFPiwh4NLtFY 6gkzPDnl TO BE USED AS A FILLER TRUSS ONLY 6.2-8 1 6.2-8 H G Scale = 1:36.1 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.65 BC 0.02 WB 0.04 (Matrix) DEFL. in Vert(LL) n/a Vert(TL) n/a Horz(TL) -0.00 (loc) I/defl L/d n/a 999 nla 999 G nla n/a PLATES GRIP MT20 220/195 Weight: 46 Ib FT = 20% LUMBER- BRACING - Gable requires continuous bottom Chord bearing. TOP CHORD 2x4 DF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 G APPROVED end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing , 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. be installed during truss erection, in accordance with Stabilizer 9,�,QFESS10Ng4 Installation guide. REACTIONS. All bearings 6.2-8. J r° C 76428 (lb) - Max Horz A=220(LC 5) 0 Max Uplift All uplift 100 Ib or less at joint(s) A, G, H, J, I, K it . Max Grav All reactions 250 Ib or less at joint(s) A, G, H, J, I, K IV FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS���� '� 11�1i'!6 COUNTY (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 v � V � i v®� 2) All plates are 2x4 MT20 unless otherwise indicated. BUILDING3) DIVISION Gable requires continuous bottom Chord bearing. 4) This truss has been designed fora psf bottom chord live load 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 live bottomchord in al APPROVED fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, G, H, J. I, K. 8) '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. 9,�,QFESS10Ng4 =��O P�(ONIO J r° C 76428 0 EXP. 12/31/2016 'n it it . IV OF CAL1 April 19,2016 ® WARNING - Verily design parametens and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIP7473 rev. 10/032015 BEFORE USE Design valid for use only with MBek® connectors. This design is based only upon parameters shown. and is for an individual budding component, not �' a truss system. Before use. the budding designer must verity the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the folodcotion, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPll Quality Criterlo, DSB•89 and SCSI Budding Component Safety Information available from Tens Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. 7777 Greenback Lane Suite 199, ---1— Job Truss Truss Type Qty Ply Webb, Paul TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) We n/a 999 MT20 220/195 R47100038 1603-104 LAY18 GABLE 1 1 Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 L nla n/a BCDL 10.0 Code IBC2012rTP12007 Job Reference optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 19 05:16:44 2016 Page 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-RXTJHLlwp4BOLzRogBpC5JSZR6Gapp?OUZyfDAzPDnH 5.5.8 17-4-9 55.8 11-11-1 TO BE USED AS A FILLER TRUSS ONLY 3x6 // F G H 3x4 // V U T S R Q P O 3x6 // Scale = 1:33.9 Plate Offsets (X Y}- [D:0-2-9 Edgel [1-:0-15-10 ,0-11-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) We n/a 999 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.04 Vert(TL) n/a nla 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 L nla n/a BCDL 10.0 Code IBC2012rTP12007 (Matrix) Weight: 102 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 174-9. (lb) - Max Horz A=204(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s) A, L, O, R, M, N, P. Q. T, S except V=-114(LC 8), U=101(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, L, O, R, M, N, P, Q, V, U, T, S FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. 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) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) A, L, O, R. M, N, P, Q , T, S except (jt=1b) V=114, U=101. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) L, M. N. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ® WARNING - VarHy design parametens and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DS8-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVE® 990ESS/O/v O N I O yF Fac/ 2 C 76428 z M 0 * EXP,z.4 11201 s'r C)VI� �FOFCAI April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type CSI. Webb, Paul TC 0.12 TCDL 15.0 Lumber DOL 1.15 10ty [ly 847100039 1603-104 LAY19 GABLE 1 t Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA u 1-11-8 6x6 // B 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 19 05:10:45 2010 Page 1 1 D:Op9DgAVonUYgwOvhu3ODmizXNYb-vj 1 hU hJYaNK4y70_Eu KReX_kGVc0YH1 AjDhCIdzPDnG 1510.9 i 13-11-1 TO BE USED AS A FILLER TRUSS ONLY Scale = 1:26.5 3x4 // P O N M L K J 6x6 // Plate Offsets (X,Y) - [B:0-2-9 Edge) [I:0-0-10,0-1-8) LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 TCDL 15.0 Lumber DOL 1.15 BC 0.03 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 BCDL 10.0 Code IBC2012/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 OF Stud/Std G BOT CHORD 2x4 OF No.2 G OTHERS 2x4 OF Stud/Std G REACTIONS. All bearings 15-10-9. (lb) - Max Horz A=66(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) I, M. J, K, L, P. O, N Max Grav All reactions 250 Ib or less at joint(s) A, I, M, J, K, L. P, O, N FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in (loc) I/defl Lid PLATES GRIP Vert(LL) n/a n/a 999 MT20 2201195 Vert(TL) n/a n/a 999 Horz(TL) -0.00 1 n/a n/a Weight: 58 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 100 oc bracing, Except: 6-0-0 oc bracing: I -J. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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 100 Ib uplift at joint(s) I, M. J, K. L, P, O, N. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) I. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE Design valid for use only with MiTekO conneclors. this design is bosed only upon parameters shown, and Is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilionol temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPil QualityCdterla, DSB-89 and SCSI Building Component Safety Information available from truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVE Q�pFESS1pNq� =��O Phi ON10 2 C 76428 z 0 EXP. 12/3112016 m qT CMI. OF CAL April 19,2016 MiTek' 7777 Greenback Lem Suite 109 Job Truss Truss Type aty Ply Webb, Paul TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 B >999 240 847100040 1603.104 R1 DIAGONAL HIP GIRDER 200 1 x°11 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 C nla n/a Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc Tue Apr 19 05:16:45 2016 Fagge i ID:Op9DgAVonUYgwOvhu30DmizXNYb-vjlhUhJYaNK4y70_EuKReX kvVcPYHVAjOhCIdzPDnG 3-6-7 38.9 5.4.6 3.6-7 38-9 1-7-13 NAILED Scale = 1:12.3 v1 6 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 B >999 240 �'1�/ TCDL 15.0 Lumber DOL 1.15 BC 0.00 Vert(TL) 0.00 B -C >999 180 x°11 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 C nla n/a BCDL 10.0 Code IBC2012JTPI2007 (Matrix -M) 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Weight: 30 Ib FT = 20% LUMBER- BRACING - TOP CHORD 4x6 DF No.1 TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) C=49/Mechanical, B=340/0-7-12 Max Horz B=79(LC 4) Max UpliftC=-26(LC 8), B=-162(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; Vu1t=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. �'1�/ 4) Refer to girder(s) for truss to truss connections. Op I �,Ji 1 I����I+ COUNTY 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C except at --lb) B=162. BUILDING DIVISION 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. x°11 7) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. f ��� �® 8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. APPROVED A IIIA 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5 Ib down at 2-7-8, and 5 Ib down at 2-7-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 4<) Of 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Q uniformVeAtlA(C7o=�l�O P�ONIO -C� C 76428 Z ;10 0 EXP. 12/31/2016 m IV OFC April 19,2016 ® WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE MIL7473 rev. 10/03/2015 BEFORE USE Design valid for use only with M1ek@ connectors. this design is based only upon porometers shown, and is for on individual budding component, not �' o truss system. Before use. the budding designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k" is always required for stability and to prevent codopse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/IPII Quality Cdteda, DSB-89 and BCSI Bu®ding Component 7777 Greenback Lane Safety Information avaioble from Truss Plate Instifule, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109- r" ­ Job Truss Truss Type Qty Ply Webb, Paul Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 15.0 847100041 1603-104 Vol Valley 1 1 WB 0.05 Horz(TL) -0.00 . E n/a nla BCDL 10.0 Code IBC20121TP12007 (Matrix) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 10-9-2 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 19 05:16:45 2016 Page 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-vjt hUhJYaNK4y70_EuKReX_kDVb3YHmAjDhCldzPDnG Scale = 1:20.8 C' F E 3x4 2x4 11 2x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.09 Vert(TL) n/a nla 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 . E n/a nla BCDL 10.0 Code IBC20121TP12007 (Matrix) Weight: 44 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G BOT CHORD OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 10-9-2. (lb) - Max Horz A=128(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) A, E, G, F Max Grav All reactions 250 Ib or less at joint(s) A, E, F except G=314(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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; Vu1t=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) Gable requires continuous bottom chord bearing. 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 100 Ib uplift at joint(s) A. E, G, F. 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. ® WARNING - Va ft design parameter: and READ NOTES ON THIS AND INCLUDED Mf7EK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not o truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing is always required for stabdily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/T1411 Qualify Crlterla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. ,�OFESS/ONgC =��O ONIO h� Fyc/ C 76428 Z � cc 0 EXP. 12/31/2016 OF CAL April 19,2016 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type ally Ply Webb, Paul LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD 847100042 1603104 V02 Valley 1 1 Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing Job Reference optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.9.2 7.640 s Sep 29 2015 MiTek Industries, Inc Tue Apr 19 05:16:46 2016 Page 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-Nwa3i 1 JALhSxaHbBocrgAkxuPvx_Hk4JytRmH3zPOnF Scale = 1:19.4 G F E 30 20 II 20 II 2x4 11 LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012ITP12007 CSI. TC 0.09 BC 0.11 WB 0.04 (Matrix) DEFL. in Vert(LL) We Vert(TL) n/a Horz(TL) -0.00 (loc) I/defl Ud n/a 999 n/a 999 E n/a n/a PLATES GRIP MT20 220/195 Weight: 35 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.2 G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 8-9-2. (Ib) - Max Horz A=101(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) E, G, F Max Grav All reactions 250 Ib or less at joint(s) A, E, G except F=303(LC 1) .FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 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 BUTTE p��� ®� (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 BU 2) Gable requires continuous bottom chord bearing.BUILDING DIVISION J! �\ /f S 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. l 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 ® ®e�/ ,! fit between the bottom chord and any other members. 1+41 5) A plate rating reduction of 20% has been applied for the green lumber members. EU 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, G, F. 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. Q�pfESSIONgI =C_O P�(ONIO F.J, oc y�c2m C 76428 z � of 0 EXP. 12!31/2016 fn * ill CIV11_ TFOFra� April 19,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7477 rev. 10/032015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not �' o truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and tc prevent collopse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing at trusses and truss systems. see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Tans Plate Inslitule. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 �- Job Truss Truss Type aty P ywebb, Paul TCLL 20.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) n/a n/a 999 R47100043 160 }104 V03 Valley 1 1 April 19,2016 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a Job Reference optional) SYSTEMS PLUS LUMBER CO, ANUERSUN, cA 6-9.2 ry cawwrvu. cn nmmmo,,.,... . ...�.. �...,, oy.. . ID:Op9DgAVonUYgwOvhu3ODmizXNYb-Nwa3i 1 JALhSxa4BocbcrgAkXlWry., ,�..,. vusHklJytRmH3zPDnF B C 3x4 % 2x4 II Scale = 1:14.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.31 Vert(TL) n/a n/a 999 April 19,2016 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a M iTe k BCDL 10.0 Code IBC2012ITPI2007 (Matrix) Suite 109-` - ^" .« Weight: 24 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-9-2 oc purlins, except BOT CHORD 2x4 DF No.2 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. (Ib/size) A=24516-9-2, C=245/6-9-2 Max Horz A=74(LC 7) Max UpliftA=-31(LC 4), C=-42(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33����®��� 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. DIVISION �` '� �I® 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 13U I L®I I j�' SAG V fit between the bottom chord and any other members. L� r 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) A, C. ED 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. O�OFESS/0& ONiO C 76428 77- 0 EXP. 12/31/2016 CIVI OFCA W April 19,2016 ®WARNING - Verily des/9n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIO -7473 rev. 10/0312015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall �' budding design. Bracing indicated is to prevent buckling of 'rrufividual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collopse with possible personal injury and property damage. For generol guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality CrlteAo, DSB-89 and BCSI Building Component { 7777 Greenback. Lane Safety Information avaioble from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109-` - ^" .« Job Truss Truss Type Qty Ply Webb, Paul 847100044 1 1601104 VO4 Valley 1 1 Job Reference (optional) JYJ I LMb YLUJ LUMULK L:U. ANUtKbUN. l;A I D:Op9DgAVonUYgwOvhu 30DmizXNYb-r68RvN Ko6TaoC RAN MJ Nvjy44iJ H6087SAXAJ pVzP Dn E 4-9.2 Scale = 1:10.8 B C 3x4 2x4 II I LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix) Weight: 16 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc purlins, except BOT CHORD 2x4 OF No.2 G end verticals. WEBS 2x4 OF 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. (Ib/size) A=155/4-9-2, C=155/4-9-2 Max Horz A=47(LC 5) Max UpliftA=-20(LC 4), C=27(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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 2) Gable requires continuous bottom chord bearing. ����� COUNTY 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 BUILDING DIVISION '` V ,) S� ®1�V 1 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) A, C. APPROVED 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. pFESSIO Q =��O ONIO Fy _I C 76428 Z ;10 0 EXP. 12/31/20 6 ti P T�TFOFCAl.1F���� April 19,2016 ® WARNING • Verly design parameters and READ NOTES ON THIS AND INCLUDED M/TE1c REFERENCE PAGE Mil -7473 rev. 10/0312015 BEFORE USE Design valid lot use only with Mitek® connectors. This design is based only upon parameters shown. and k for on individual building component, not �' a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent codopse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPil Quality Criteria, DSB•89 and SCSI Budding Component 7777 Greenback Lane Safety Information ovodoble from Truss Plate Institute. 218 N. Lee Street. Suile 312. Alexondrio. VA 22314. Suite 109 _.._ ,.«... Job Truss Truss Type Ory Ply Webb. Paul I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 847100045 1603104 V05 Valley 1 1 Lumber DOL 1.15 BC 0.02 Vert(TL) n/a - n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mrrek Industries, Inc Tue Apr 19 05:16:47 2016 Page 1 I D:Op9DgAV onUYgwOvhu3ODmizXNYb-r6BRvN Koh?aoC RAN MJ Nvjy440J IYOB?SAXAJpV zPD n E 2-9-2 2-9-2 Scale = 1:7.4 qtr" 3x4 % LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.15 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix) LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.2 G REACTIONS. (Ib/size) A=72/2-9-2, B=56/2-9-2, C=16/2-9-2 Max Horz A=20(LC 4) Max UpliffA=-7(LC 4), B=-24(LC 4) Max GravA=72(LC 1), B=56(LC 1), C=32(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 220/195 Weight: 8 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-2 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 guide. 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) Gable requires continuous bottom chord bearing. 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) Bearing at joint(s) B considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B. 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. ® WARNING - VarW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0311015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not o truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possbte personal injury and property damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality criteria. DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. , 90ESSIONgC ONIO C 76428 z ;)o 0 EXP. 12/31/2016 m yt it . s' CIVIL �P OF CAYO�� April 19,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type Ory Ply Webb. Paul TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins, except BOT CHORD 2x4 DF No.2 G end verticals. R47100046 1603-100 V06 Valley 1 1 REACTIONS. (Ib/size) A=198/5-8-8, C=198/58-8 Max Horz A=60(LC 5) Max UpliftA=25(LC 4), C=-34(LC 8) Job Reference o tfonal SYSTEMS PLUS LUMBER (;U, ANUtNbUN, LA , I D:Op9DgAVonUYgwOvhu3ODmizXNYb-r68RvNKo6?aoCRANMJNvjy437JFtOB?SAXAJpVzPDnE SB -8 58-8 B 3x4 % 2x4 II C Scale = 1:12.8 LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.09 BC 0.19 WB 0.00 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) -0.00 C n/a n/a PLATES GRIP MT20 220/195 Weight: 20 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins, except BOT CHORD 2x4 DF No.2 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. (Ib/size) A=198/5-8-8, C=198/58-8 Max Horz A=60(LC 5) Max UpliftA=25(LC 4), C=-34(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS A B (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 COU UTTE®U N V 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p L®� (� 1 DIVISION BUILDING BU 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 � V fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. � ®w�y® APPROVED 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C. 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. 91?10FESS10NgZ ONIO P =��O 76428 72� 0 - EXP- 12/3112016 •k it . civil, T�TFOF CAIAF April 19,2016 ® WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MX7473 ray. 101032015 BEFORE USE Design valid for use only with MiTek® connectors. This design it based only upon parameters shown. and is tar on individual building component, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall . building design. Bracing indicated is to prevent buckling of individual truss web and/or orad members only. Additional temporary and permanent bracing MiTek' is always required far stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component - 7777 Greenback Lane Safety. Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109, — I Job Truss Truss Type DEFL. in (loc) I/deft Ud Ply Webb, Paul Plate Grip DOL 1.15 TC 0.02 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 15.0 847100047 1603.104 V07 Valley 10ty 1 1 WB 0.00 HOrz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012fTP12007 (Matrix) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 3.8-8 7.640 s Sep 29 2015 MiTek Industries, Inc Tue Apr 19 05:16:48 2016 Page 1 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-Jlip6iLRtlifgalZv1 u8G9cFwjdJleFcPBvAMyzPDnD 3x4 2x4 11 Scale = 1:9.0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.05 Vert(TL) n/a nla 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012fTP12007 (Matrix) Weight: 12 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) A=108/3-8-8, C=108/3-8-8 Max Harz A=33(LC 5) Max UpliftA=-14(LC 4), C=-19(LC 8) FORCES. (lb) -Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-8-8 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. 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) Gable requires continuous bottom chord bearing. 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 100 Ib uplift at joint(s) A, C. 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. BUTTE COUNTY BUILDING DIVISION APPROVE® Q�OFESS IONgI 4?0NIO Q C 76428�z2;)o o- 0 s_ EXP. 12/31/2016 nm * it CIV1� �TFOF CALF April 19,2016 ® WARNING - V -11y, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 10103/2015 BEFORE USE Design valid for use only with mitekO connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, stooge. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Crfterla, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Intormotlon available from Tnns Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109, ^ - Job Truss Truss Type Oty Ply Webb. Paul C 3x4 847100048 1603104 V08 Valley 1 1 Jab Reference o Banal SYSTEMS PLUS LUMBER GD, ANULKbVN, GA 3-10-8 ID:Op9DgAVonUYgwOvhu3ODmizXNYb-Jlip6iLRtlifgalZV1u8G9cFsidBleFcPBWI yzPDnD Scale = 1:9.3 B LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G BOT CHORD REACTIONS- (Ib/size) A=116/3 -10-8,C=`116/3-10-8 Max Horz A=35(LC 5) Max UpliftA=-15(LC 4), C=20(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-10-8 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=1.33 2) Gable requires continuous bottom chord bearing. - 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 100 Ib uplift at joint(s) A, C. 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for on individual budding component, not a truss system. Before use. the budding designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSO -89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. BUTTE COUNTY BUILDING DIVISION Q�pFESS10/V �C_j PAZ0N10 C 76428 z 0 EXP. 12/31/2016 m April 19,2016 MiTek' 7777 Greenback Lane Suite 109 C 3x4 2x4 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012ffP12007 (Matrix) Weight: 13 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G BOT CHORD REACTIONS- (Ib/size) A=116/3 -10-8,C=`116/3-10-8 Max Horz A=35(LC 5) Max UpliftA=-15(LC 4), C=20(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-10-8 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=1.33 2) Gable requires continuous bottom chord bearing. - 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 100 Ib uplift at joint(s) A, C. 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for on individual budding component, not a truss system. Before use. the budding designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSO -89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. BUTTE COUNTY BUILDING DIVISION Q�pFESS10/V �C_j PAZ0N10 C 76428 z 0 EXP. 12/31/2016 m April 19,2016 MiTek' 7777 Greenback Lane Suite 109 Symbols - Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x, y 1 /4 b-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury g offsets are indicated. Dimensions are in ft-in-sixteenths. Z Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS - diagonal or x-bracing, is always required. See BCbf._ � } A L' 1 U _1/16' ci-2 c2-s 2. Truss bracing must be designed by an engineer. r� truss spacing, individual lateral braces them:�.I ,e�WEBS may require bracing, or alternative Tor I bracing should be considered.®O A�C�4wide /� �, 3 3O x 3. Never exceed the design loading shown and never'U U stack materials on inadequately braced trusses. W Z " CL C a ~ _ 4. Provide copies of this truss design to the building For 4 x 2 ori entation, locate 2 C'. c6-7 c5-6 r0 designer, erection supervisor, property owner and— interested —3 plates 'n from outside edge of truss. BOTTOM CHORDS 8 7 6 5 all other parties. 5. Cut members to bear tightly against each other. m 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI I. required direction of slots in THE LEFT. connector plates. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. ' Plate location details available in MITek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber software Or upon request. shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular ESR-1311, ESR-1352,'ESR1988 responsibility of truss fabricator. General practice is to 4 x 4 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 by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or puriins provided at spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 ft. - section 6.3 These truss designs rely on lumber values 14. Bottom chords require latero) bracing of 10 spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint 17. Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal Nil 19. Review all portions of this design (bock, words and pictures) before use. Reviewingnn pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing.■ BCSI: Building Component Safety Information, MANSI/TPI Teke 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 CLIENT: PROJECT: PROJECT LOCATION: STRUCTURAL CALCULATIONS Paul Webb REVir-INCED FOR CODE COMPLIANCE t New Single -Family Home 2016JUN 0 6 30 Rosenthal Lane TRB AND ASSOCIATES ES Chico, CA JOB NUMBER: 2343 DATE: 04/10/16 RECEIVED MAY 0 3 20g3 TRS AND ASSOCIATES SEAL APPLIES TO SHEETS 1 THRU I 1 LOADING CRITERIA BASED ON THE 2013 CALIFORNIA BUILDING CODE: SEISMIC DESIGN CATEGORY: D WIND SPEED V (3 SECOND GUST): 110 mph WIND EXPOSURE: B SOIL BEARING: 1500 psf (per CBC Table 1806.2) ARE SPECIAL INSPECTIONS REQUIRED FOR ELEMENTS DESIGNED IN THESE CALCULATIONS ? No NOTES: RECENED APR 2 8 2016 BUTTE COUNTY DDS WILDING • PLANN!NC 1. Streamline Engineering is not responsible for the these calculations unless this cover sheet is "01 (o o g stamped by Jeff Richelieu and wet signed with Red or Blue ink. PEURMf # w 2. Any structural or non-structural items that are not specifically addressed in the following BUTTE COUNTY DEVIrL6PMENT SERVICES calculations are designed by others and are not the responsibility of Streamline Engineering. REVIEWED R 3. The engineer is not responsible for on site inspection to verify compliance with the structural pl ise it , M pLI Cor specifications. Workmanship is to be of the highest quality and follow the latest edition ?J& adopted Building Code, and local building department standards. BY 4. The Client is responsible for the location of the structure on the site. The Client shall verify that the structure S is properly located with respect to property lines, set backs, adjacent slopes, and all other limiting factors. 7R_ IS TRUSS STATEMENT: has reviewed the trusses submitted by Systems Plus and dated 4/16 for this project. The review was provided to insure that the truss designer used the _ proper gravity and lateral loading for the design of the trusses. The designer shall bear the entire responsibility for the design and bracing of the trusses. All truss to truss connections are designed by the truss mfg. o 60 Independence Circle, Ste. 201 Page 1 • Chico, CA 95973 • (530) 892-1100 0 Fax: 892-1115 vrl--L.�5 0 Z) r GRAVITY LOADS: ROOF: PITCH: 4:12 BY: JMR DATE: 4/10/2016 JOB NO: 2343 PAGE: 2 DEAD LOAD: TILE 10.0 PSF 1/2" OSB OR PLYWOOD 1.5 PSF FRAMING 4.0 PSF R-38 INSULATION (OPTIONAL). 2.5 PSF 5/8" GYPSUM WALLBOARD 3.2 PSF MISCELLANEOUS 1.7 PSF DEAD LOAD 22.9 PSF PITCH INCREASE FOR DEAD LOAD 1.1 PSF TOTAL DESIGN DEAD LOAD 24.0 PSF LIVE LOAD PER TABLE 4-1 OF ASCE 7-10 = 20.0 PSF (REDUCIBLE) (LIVE LOAD MAY BE REDUCED FOR PITCH OR TRIBUTARY AREA AS SHOWN BELOW) PER ASCE 7-10 EQUATION (4.8-1) Lr = Lo R, R2 WHERE 12 PSF < Lr < 20 PSF Lr = REDUCED LIVE LOAD OF HORIZONTAL PROJECTION (PSF) TRIBUTARY AREA < 200 SQ. FT. LIVE LOAD (BASED ON PITCH) 20.0 PSF TOTAL LOAD 44.0 PSF BUTTE COUNTY BUILDING DIVISION APPROVED LATERAL -LOADS: WIND: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW SEISMIC: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW GENERAL NOTES: 1. The Engineer is only responsible for the structural items as noted in the following calculations. If changes are made to the design as detailed in these calculations without written approval from the Engineer, then the Engineer assumes no responsibility for the structure or any elements of the structure. 2. The Engineer is not responsible for any water proofing of any elements of the structure. The owner / contractor shall insure that all elements required to be waterproof are adequately detailed and constructed to be so. This includes but is not limited to roofs, deck ledgers, and retaining walls. 3. These calculations are based on a completed structure. The Engineer is not responsible for any elements that are not fully constructed or are not constructed according to the plans and details. 4. Building sites are assumed to be drained and free of expansive soil. These calculations assume undisturbed, stable soils, and level stepped footings. Any other conditions must be brought to the attention of the Engineer. 5. All footings shall bear on undisturbed soil with a footing depth below the frost line per local requirements. 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 a t BY: DATE: 4116a - JOB , 1iD-JOB NO:, 23 4- PAGE PAGE OF • re •, . a P r aC r r rm Q ------------ rr.� iZ 1 rm I✓ I Z i _••_ _•YA• 3. t. _ �• -_ ----------- - - ._. eesa nn . e B � .. _ R. ._ r .r �.4 •r / c - + \_ __ .._'c'..lb .___.___JCR.L . 1 • r 1 e.n --------------------- ------------- ------- _:::_i::•c9 �1 IF� �.•j�, ov. a tv ----------------------- -------------- Ar lc=mm r- cl w fY t tr FLOOR PLAN 3863 SQ. FT. = Kz:. +� pm xr Ve we r.r BUTTE COUNTY BUILDING DIVISION APPRO+i J_ V Ea_-. • , i • 60 INDEPENDENCE CIRCLE,SUITE 201 CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX -(530)892-11 . 15 COUNTY G DIVISION iOVED . DESIGN VALUES FOR ANCHOR BOLTS AND SILL NAILS SHEAR WALL A B. C D E F SEISMIC SHEAR PLF 260 350 490 640 730 760 G 980 WIND SHEAR PLF 335 485 600 820 935 975 2X SILL NAIL INTO 1260 SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" -SDS SDS 1/4" SDS 1/4" BLOCK OR RIM JST. @ 15" o.c. @ 11" o.c. 8" o:6. @ 6" o.c. @ 5" o.c. SILL SCREW CAPACITY 277 377 @ 5" o.c. 519 @ 4" o.c. 692 830 830 CAPACITY FOR WIND 368 501 690 920 1104 1038 1104 5/8" A.B. CAPACITY 276 368 552 708 772 1 1062 1 1381 1062 1/2" A.B. CAPACITY 2681 380 507 697 744 1 1015 NOTES: 1015 Simpson SDS 1/4 x 6" Wood Screws per Simpson Capacity of SDS 1/4" x 6" Wood Screw = 260 * 1.33 = 346 # / screw 2. Design capacity of bolts per Table 8.2E of the '97 NDS. Capacity of 1/2" Anchor Bolt in 2x sill = 1.33 *570# = 760# / Bolt Capacity of 1/2" Anchor Bolt in 3x sill = 1.33 *700# = 930# / Bolt Capacity of 5/8" Anchor Bolt in 2x sill = 1.33 *830# =1103# / Bolt Capacity of 5/8" Anchor Bolt in 3x sill = 1.33 *1065# = 1416# / Bolt 3. Reduce A.B. capacity in note 2 by 50% for 2x sill plate when allowable shear per foot is > than 350 Pif < 600 pif 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 �;E�IU,GI:fUE'ER7NG BY: JMR DATE: 1-1, ! 1(q JOB NO: 23 ¢� PAGE: C:2 NOTE: WHEN MULTIPLE MEMBERS ARE USED THEY SHALL BE NAILED TOGETHER TO ACT AS ONE MEMBER W/ 2 ROWS 16d SINK. AT 12" O.C. FOR THE FULL HEIGHT OF THE MEMBER FOOTING SCHEDULE FOR SOIL BEARING = 1500 PST POST SCHEDULE BASED ON 2013 CBC LOAD R EP POST LUMBER MAX. MAX. LOAD @ MAX. LOAD @ MAX. LOAD @ #4 REBAR EVENLY SPACED SIZE GRADE Lu POST HEM FIR PL. D.F. PLATE 1 2 x 4 STANDARD 9' 1,500 LBS 2,100 LBS 3,200 LBS P2 2-2x4 STANDARD 9' 2,800 LBS 4,200 LBS 6,500 LBS P3 3-2x4 STANDARD 9' 5,000 LBS 6,300 LBS 9,700 LBS P4 2 x 6 --27- 'X6 STANDARD 9' 2,200 LBS 3,300 LBS 5,100 LBS PS 2 STANDARD 9' 5,000 LBS 6,600 LBS 10,000 LBS P6 3:m2 2 x 6 STANDARD 9' 12,000 LBS 10,000 LBS 15,000 LBS 77 4 x 4 -4x D.F. #1 9' 5,000 LBS 4,800 LBS 7,500 LBS 78 6 D.F. #1 9' 8,000 LBS 7,800 LBS 12,000 LBS P9 4 x 8 D.F. 41 9' 10,000 LBS 10,200 LBS 16,000 LBS P10 6-x6 D.F. #1 9'L 20,000 LBS 12,200 LBS 19,000 LBS P11 6x 9't 28,000 LBS 16,70-0-L `BS 26,000 LBS P12 3.5 x 3.5 1.8 PARALLAM PSL 9' 6,100 LBS 4,900 LBS 7,600 LBS 713 3.5 x 5.25 1.8 PAPUTLAM PSL 9' 9,100 LBS 7,400 LBS 11,000 LBS P14 3.5 x 7 1.8 PARALLAM PSL 9 -c --j 12,200 LBS 9,900 LBS 15,000 LBS P15 5.25 x 5.25 1.8 PARALLAM PSLH9ff, 23,400 LBS 11,100 LBS 17,000 LBS P16 5.25 x 7 1.8 PARALLAM PSL31,300 LBS 14,800 LBS 23,000 LBS P17 7 x 7 1.8 PARALLAM PSL 34,000 LBS 19,800 LBS 31,000 LBS NOTE: WHEN MULTIPLE MEMBERS ARE USED THEY SHALL BE NAILED TOGETHER TO ACT AS ONE MEMBER W/ 2 ROWS 16d SINK. AT 12" O.C. FOR THE FULL HEIGHT OF THE MEMBER WHERE F'c = 2,500 PSI Fy = 40,000 PSI 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 BUTTE COUNTY BUILDING DIVISION APPROVED FOOTING SCHEDULE FOR SOIL BEARING = 1500 PST MAR LOAD FOOTING DIMENSIONS (INCHES) MINIMUM STEEL REQUIRED (KIPS) WIDTH NGT THICKNESS #4 REBAR EVENLY SPACED F1 2.7 16 16 T24 12 2 EA. WAY 3" CLR. F2 4.2 20 20 12 3 EA. WAY 3" CLR. F3 F4 6.0 24 12 3 EA. WAY 3" CLR. FS. 7.0 9.5 28 28 12 4 EA. WAY 3" CLR.- F6 12.0 32 36 32 12 4 EA. WAY 3" CLR. F7 15.0 40 36 12 4 EA. WAY 3" CLR. F8 18.0 44 40 18 5 EA. WAY 3" CLR. F9 22.0 48 44 18 5 EA. WAY 3" CLR. F10 26.0 52 48 52 18 8 EA. WAY 3" CLR. F11 3 31.0 56 56 18 9 EA. WAY 3" CLR. F12 1 35.0 60 60 18 10 EA. WAY 3" CLR. 1 18 1 10 EA. WAY 3" CLR. WHERE F'c = 2,500 PSI Fy = 40,000 PSI 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 BUTTE COUNTY BUILDING DIVISION APPROVED Project: Prepared by: Jeff Richelieu Software licensed to: Streamline Engine Phone: 530-892-1100 Email: Input See ASCE 7-10 Section 26.3 for symbol definitions V=110 mph Exposure Category B h=20ft L=118ft B=72ft Hip Roof: Pitch = 4:12 This is a valid Class 1 building Inc. Topographic Factor Specify KZt directly KZt for walls = 1.00 Kzt for roof = 1.00 23 3 1::1C?.0 4/10/2016 Simple Version 1.0.0 Main Wind -Force Resisting System ASCE 7-10 Directional Procedure, MWFRS - Chapter 27, Part 2 This procedure applies to wind loads of enclosed simple diaphragm buildings, as defined in Section 26.2 MWFRS Wall Pressures (psf) ;ph,-- 16.0 15.7 14.0 13.7 1 -7.9 I -12.6 I +/-3.0 A1WM Roof Pressures (psf) 4' Load Case 1= -14.0 -11.3 -17.4 ` 15.5 -12.7 Load.Gase 2 ' 4.9 -5.0 0.0 0.0 0.0 M[WFRS Roof Overhang Pressures povh @ Zone 1 = 10.5 psf povh @ Zone 3 = 13.1 psf Pressures indicated are applied to underside of overhang on windward side only, simultaneously with other roof pressures. BUTTE COUNTY BUILDING DIVISION APPROVED rim S.K. Ghosh Associates Inc. 1334 E Colfax Street, Palatine, JL, 60067 Page 1 of 2 www.skghoshassociates.com BY: JMR DATE: 4/10/2016 JOB NO: 2343 PAGE: WIND DESIGN PRESSURE ON PROJECTED AREA ZONE WIND PRESSURE PERPENDICULAR TO SURFACE -14 PSF ROOF PITCH 4 :12 WIND PRESSURE ON PROJECTED AREA OF ROOF -4.43 PSF ZONE 2 WIND PRESSURE PERPENDICULAR TO SURFACE -11.3 PSF ROOF PITCH 4 :12 WIND PRESSURE ON PROJECTED AREA OF ROOF -3,57 PSF NET PRESSURE ON PROJECTED AREA -0.9 PSF ANGLE = 18.4 ° ANGLE = 18.4 ° USE 8.00 PSF ON VERTICAL PROJECTED AREA OF ROOF PER 27.1 .5 ASCE 7-_10__'_j ZONE WIND PRESSURE PERPENDICULAR TO SURFACE -17.4 PSF ROOF PITCH, 4 :12 ANGLE = 18.4 WIND PRESSURE ON PROJECTED AREA OF ROOF �,5 PSF ZONE WIND PRESSURE PERPENDICULAR TO SURFACE -15.5 PSF ROOF PITCH 4 :12 ANGLE = 18.4 WIND PRESSURE ON PROJECTED AREA OF ROOF -4.9 PSF NET PRESSURE ON PROJECTED AREA 1 -0.6 PSF USE 8.00 PSF ON VERTICAL PROJECTED AREA OF ROOF PER 27.1 .5 ASCE 7 10 BUTTE COUNTY BUILDING DIVISION APPROVED 60 Independence Circle, Ste. 201 • Chico, CA 95973 (530) 892-1100 • Fax: 892-1115 - r. - -�-..r.,•. nttp:nenpI-earthquake.crusgs.gov/designmaPs/us/summary.php?templ... Design Maps Summary Report User -Specified Input Report Title Paul Webb Sun April 10, 2016 16:17:49 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.724550N, 121.8699°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III ,+X. y ; c¢rtto S .h t�� Rifj#3fF tiy. 4 i ', •\, `i "' �iilt0" •� 'a ftFEd , ' �ar USGS-Provided Output Ss = 0.618 g St4s = 0.807 g Sas = 0.538 g S, = 0.276 g SM, = 0.510 g Sol = 0.340 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 0.90 0.81 0.72 0.63 0.54- 01 Ivo 0.45 y 0.36 0.27-- 0.19-- 0.05-- 0.00 .270.180.090.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period. T (sec) MCEa Response Spectrum Design Response Spectrum 0.54-- 0.48- 0.42-- .540.480.42 BUTT COUNTY DIVISION 0.36 BUILDING DIV 0.30 e" PP0VED H 0.24 0.18 0.12 0.06 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period. T (sec) For PGAM, TL, CRS, and CRI values, please view the detailed report. f2 4/10/2016 9:17 AM N I • f BUTTE COUNTY BUILDING DIVISION APPROVED 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 - BY: JMR ,. - ro a 0h DATE: 4/10/2016 • -:_`' JOB NO: 2343 PAGE: SEISMIC DESIGN FOR BUILDING USING ASCE/SEI STANDARD 7-10 PER SECTION 12.8.1 SEISMIC BASE SHEAR (V) = Rho(CS )W WHERE CS = SDs/(R / 1) = 0.083 W Sas = 0.538 See attached printout from ASCE 7-10 So1 = 0.34 See attached printout from ASCE 7-10 R = 6.5 per Table 12.2-1 for wood shearwall IMPORTANCE FACTOR (1) = 1.0 Per Table 1.5-2 For occupancy category II Rho = 1.0 Per ASCE 7-10 Section 12.3.4.2 .PERIOD OF STRUCTURE (T) = Ct hnx = 0.1891 '. MAXIMUM HEIGHT OF STRUCURE (hn) = 20 FT. Ct = 0.02 FROM TABLE 12.8-2 x = 0.75 FROM TABLE 12.8-2 CHECK CS TL = 16 SEC. PER FIGURE 22-12 FOR T < TL CS = 0.2765 MAXIMUM PER 12.8-3 Cs = 0.083 Used for design Cs/ 1.4 = 0.059 Per CBC Section 1605 (eq. 16-21) USE V = 0.059 W I • f BUTTE COUNTY BUILDING DIVISION APPROVED 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 LATegAL De�1�1(�O L- 10-15 1 BY: J f l V, DATE: ' l J ca JOB NO: 234-3 PAGE 10 OF VS _ Or`��1�(GL,O-Z +�D�`��2-�aDI� '— 8O(1�2�.DI� 1�1w = a& a008( 18+��iC� � — 2-2 O T n_ " I I o (ZO) = 1 i' e �--' I Iz I-1 - . 8 (2o z�Zi C S (. 0 24) -j- I O o 419 -1 A>/ �Tlz"= 1,4 Usk 14-16C 510 V- E%A_S]0e✓ of L I rJ El:� 2 Tv T-, r� - �p lJl. a V/ _ 2 - 21C, +- - o + (moo 6 i 1 z) - O I & 4- ezo (d -L) , o l] V�, = � --7 le-` 12o' = 0 2-� 9 1� I, inti =. z31z_ I`l�tX. STIZ�iT= �-1150�3¢= 5E I & BUTTE COUNTY BUILDING DIVISIO PROVED �nsTc,ZB F)-roP S�UG�- • 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 BY: -11v(-l?-- DATE: 411 (p JOB NO: Z 3 �3 PAGE I 1 OF e2 01402-(��) +—ZI(3r7I� +100(cl-L),UI(O+ C o"o(9VW 000 b ICU 4- L 10 F, VS o E I�.(3�� ®©Z4 4 C�?I�- Vw 00 g(C2 + ,olVly+z�l� = in _ I 2 (�o I2��a.���� ^ goo �l' LI�?� � 2 ( 3.1:7 Ll 14-PU 4 - BUTTE COUNTY BUILDING DIVISION APPROVED • 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 BY: J rl IZ DATE: 4 I I Co JOB NO: 2->4'3 PAGE 12 OF L i� A I BUILDING DIVISION APPROVE® vs oc59[(2-�(3(,) 1- 14(30))a024 +-Co8 MN).o(+-7o(9IZ)aol t 2.2 K Vw = C 009 (23� 354vo 4 VKAC, c,,Tp.U T 6 I'd -70 1.,— L�,- I Pj CAPS L15 3- LS 70�7hPrCa TC.5 -rO PALL, L 1 G, -tom VS GS I Co o rJ Q 7 Z_ ! 7 O -K. Y • 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 BY: J I-1 Y - DATE: 411& JOB NO: 2.34-3 PAGE I "1j OF , VS -• ��`� i� C3��. oZ4 .S3 (Io�Z>_ dl� +Zo (10) = I . Ic. R 12 UQ- UTTE: Cou "Y L I0 BUILDINU DIVISION FAPPROVED �s� 34�2��.�2� �- �4(�IZ�.ole+80(112).01 =I.Gk VIA ==�C-o oB�C�I2� Vc • 60 INDEPENDENCE CIRCLE, SUITE 201 . CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 . FAX: (530) 892-1115 - EM To V�: V c4orztl' tl o Hi2 5 1( 1 �jcl . F. 'z 0.0 I Tz- c- z 8. w 0-76, K 0 -7 C., n A-,/, C'T rz- ul -r 'D BY- J ri DATE: I JOB NO: PAGE OF L4(;r,- 4-1(,� q) 517LICF, cD Ll�,Je 1. ) Noe 4 A6 t2P-A-G ra Ll Cc,� L 4- 4 ol tE�iq, s, p L ic5 L10 - 60 INDEPENDENCE CIRCLE, SUfTE 201 - CHICO, CALIFORNIA 95973 - PHONE: (530) 892-1100 - FAX: (530) 892-1115 - M■M■ ■'■Il mmim �I,•11.11�11:a�r■■■1I■■■■■■■°��!_!�►� - - ��■ :moi= ' \ ��"E■�� � - .fir _.....,_.. �iiii�\, 1�!I�' ■ �. � � � All :11 \ ' � ■moi .1.�; ail` I■ 1„11"1 " ........-.. ■ �� 11�111:1'1,� `11/VIII hLIa0■■ ■:■iceOWN • ■I■lom ■Imp.: M1� — -- III ===- �� _--mi- i= ■ :.. Ill i►'IIl�i���lll� ►:: _= ■■i■ in ■I� 1:1gi ■.MI •II'111:111111_I:1_�".�=.. ■I�' ., ■I•.>Il�l 1111�111111111 iiiii■rl. — i■m■ � ■�_ ■..Lg■ �,. ---- ■1■I '11:x:■:■:■■ ■ _ ...�, ■ 1.1`1:1 - - - ■:■ x:1:1;11:► ,■ i:• ti Streamline Engineering r Project Title: Paul Webb - 60 Independence Circle, Ste. 201 Engineer: JMR r Project ID: 2343 Chico, CA 95973 Project Descr: and then using the "Printing (;t_ 'Title Block" selection. Title Block Line 6 ' I : Roof Beams B6 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir- Larch Fb - Tension 1,350.0 psi Fc - Prll Wood Grade: No.1 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Fb - Compr 1,350.0 psi Fc - Perp 62.5.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Aw ied Loads Beam self weight calculated and added to loads �Z T2_ _ _ �. 3 `� ( '- Unif Load: D = 0.0240, Lr = 0.020 k/ft, Trib= 6.50 It Load Comb: Unif Load: D = 0.010 k/ft, Trib= 4.50 ft D@Slgn Summary 0.263 in Max fb/Fb Ratio = 0.425-1 fb : Actual : 713.92 psi at ft in Span # 1 Fb : Allowable : 17.500 1,679.32 psi Load Comb: +D+Lr+H _ Max fv/FvRatio = 0.187: 1 tv : Actual: 39.83 psi at 0.000 It in Span # 1 Fv: Allowable: 212.50 psi Load Comb: . +D+Lr+H Density 31.20 pcf Y z .,t µ-...z.,�i .. �n `�y x,."'�t'i' .a}.�,�,,.ry'�,-,�;mLL�ztinr„�''� `r �:''�' •t• Max Reactions (k) D L LE S w H Downward L+Lr+S 0.098 in Downward Total Left Support 1.65 0.98 0.263 in Upward L+Lr+S 0.000 in Upward Total Right Support 1.65 0.98 Live Load Defl Ratio 1838 >360 Total DO Ratio 0.000 in 683 >180 'Wood Beam Design ,.. -.. BM 3 1,082.79 psi at 6.250 It in Span # 1 ,:,Calculations _ tier NDS.2012, IBC. 2012,'CBC 2013, ASCE 7 10:c ' BEAM Size: 5.25x14, VersaLam, Fully Unbraced�V Load Comb: Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Max fv/FvRatio = Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West fv : Actual : Fb -Tension 2800 psi Fc - Pdl 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density Fb - Compr 2800 psi Fc - Perp 41.75 pcf .. 750 psi Ft 1950 psi Eminbend - xx530120482 ksi , Aoolied Loads , . _. Beam self weight calculated and added to loads - S Uri ��r F 3 i r aw° Unif Load: D = 0.0240, Lr = 0.020 k/ft, Trib=16.50 ft per NDS 2012:',IRC 2012_'CRC 9MZ AlMt-= i_4n Unif Load: D = 0.010 k/ft, Trib= 4.50 ft D S . es!gn ummary L Lr W E Max fb/Fb Ratio = 0.314-1 fb : Actual: 1,082.79 psi at 6.250 It in Span # 1 Fb : Allowable: 3,453.68 psi - Load Comb: +D+Lr+H Max fv/FvRatio = 0.233: 1 fv : Actual : 82.87 psi at 11.375 ft in Span # 1 r Fv: Allowable: 356.25 psi Load Comb: +D+Lr+H 3 17�. ..�, r:.pw �.,._ .,:"�,.,'� Max Reactions (k) D Left Support 2.89 L Lr W E H Downward L+Lr+S 0.076 in Downward Total 0.182 in Right Support 2.89 2.06 2.06 Upward L+Lr+S 0.000 in Upward Total 0.000 in 0.197: 1 t fv : Actual: Fv: Allowable: Live Load Defl Ratio 1976 >360 Total Defl Ratio 823 >180 xWood Beam Design BM 4 , . _. , i r aw° Calculations per NDS 2012:',IRC 2012_'CRC 9MZ AlMt-= i_4n BEAM Size : 6x12, Sawn, Fully Unbraced ' Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Fb -Tension Douglas Fir - Larch t Wood Grade:, No.1 1,350.0 psi Fc - Pdl 925.0 psi Fv 170.0 psi Ebend- xx Fb - Compr • A_pplied Loads 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx , Beam self weight calculated and added to loads Una Load: D = 0.0240, Lr = 0.020 k/ft, Trib= 22.0 ft Design Summary Max fb/Fb Ratio = 0.218; 1 fb : Actual: Fb : Allowable: 367.44 psi at 2.750 It in Span # 1 1,682.07 psi . Load Comb: +D+Lr+H Max fv/FvRatio = 0.197: 1 t fv : Actual: Fv: Allowable: 41.83 psi at 0.000 ft in Span # 1 212.50 psi Load Comb: M +D+Lr+H 1,600.0 ksi Density 31-20. 580.Opc NT1BUTTEU�� BUILDING DIVISION � . D m szem Dpn®/ L acral � S.50ft 9[12 ax Deflections ax Reactions (k) o L LES 1LV E H Downward L+Lr+S 0.008 in Downward Total 0.018 in Left Support 1.49 1.21 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.49 w 1.21 r Live Load Defl Ratio 8082 >360 Total Defl Ratio 3622 >180 Streamline Engineering Project Title: Paul Webb w '60 Independence Circle; Ste. 201 Engineer: JMR Project ID: 2343 Chico, CA 95973 Project Descr. p -and then using the "Printing & lel . �Trile Block" selection. r . Title Block Line 6 Printed: 13 APR 2016, 8:03AM Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - Prtl 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 1350 psi . Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi Aaplied Loads 2 ,� = r7 . C—j L u S C 3 Beam self weight calculated and added to loads Unif Load: D = 0.0240, Lr = 0.020 kilt, Trib= 6.0 ft Unif Load: D = 0.010 W. Trib= 4.0 ft D " esrpn Summary Downward L+Lr+S 0.149 in Downward Total Max fb/Fb Ratio = 0.504. 1 fb : Actual : 846.19 psi .at 8.500 ft in Span # 1 Fb : Allowable: 1,678.12 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.201:1 fv : Actual: 42.61 psi at 16.093 ft in Span # 1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H f9lrtatlkt�tB .^+n:fres L1 Max Reactions (k) 0 L LrS V�1 E H Left Support 1.72 1.02 Downward L+Lr+S 0.149 in Downward Total 0.401 in Right Support 1.72 1.02 Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 1368 >360 Total Defl Ratio 0.000 in 508 >180 ?�INood Bearn,Design BM 6 BM 7 3,462.05 psi Load Comb: +D+Lr+H +4 NDS:2012;1BC'2012, CBC 2013, A8CE 710 r BEAM Size: 5.25x11.875, Versal-am, Fully Unbraced Using Allowable fv : Actual : Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending 356.25 psi Wood Species: Boise Cascade Fb - Tension 2800 Fc Pill Wood Grade: Versa Lam 2.0 2800 West psi - 3000 psi Fv Fb - Compr 2800 psi Fc - Perp 750 psi Ft 285 psi Ebend- xx 2000 ksi Density 1950 psi Eminbend - xx 530120482 ksi 41.75 pcf A_ pplied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, Lr = 0.020 kilt, Trib= 5.0 ft D es►an Summary Max fb/Fb Ratio = 0.131 • 1 fb : Actual : 452.22 psi at 6.250 ft in Span # 1 Fb: Allowable: 3,462.05 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.085: 1 fv : Actual : 30.31 psi at 11.542 ft in Span # 1 - Fv: Allowable: 356.25 psi Load Comb: +D+Lr+H D(0120) Lr(010) � '� � f". -nuc-�'•wr*-`- � ,'1t""�.T+., . '"--",�.�„'T�,�. Max Reactions . (k) 2 t 11 S w E ti* Downward L+Lr+S 0.038 in • Downward Total 0.090 in Left Support 0.86 0.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.86 0.63 Live Load Defl Ratio 3979 >360 Total Defl Ratio 1671 >180 ut I MAX UCaS 1301 c?) 3i i ' 1�'=S• � =!o -a U= iK- i u55 Do I SC �3 - 13UTTE COUNTY BUILDING DIVISION p F(OV ED CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD A V! x-01 Project Name: Paul Webb Residence Calculation Date/Time: 16:55, Tue, Apr 26, 2016 R E C E IVe 1 of 11 Calculation Description: Title 24 Analysis Input File Name: Clark37.xml OI/ _.O 9 f1 RC�`CI\ion l(/ C� C/ GENERAL INFORMATION 01 Building Complies with Computer Performance APR 2 8 2016 01 Project Name Paul Webb Residence This building incorporates one or more Special Features shown below KRM11T 4 MAY 0 3 02 Calculation Description Title 24 Analysis 05 06 DP BUTTE COUNTY DDS 03Project Location 30 Rosenthal Lane Standard Design Proposed Design Compliance Margin 04 City Chico ��� iv 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`�� `y 11 R �� Front Orientation (deg/Cardinal) 0 12 Project Scope Newly Constructed p �o S jet �' Number of Dwelling Units 1 14 Total Cond. Floor Area (ft) 3863 �� a'J15 ` Number of Zones 1 16 Slab Area (ft2) 3863 6.15 Number of Stories 1 18 Addition Cond. Floor Area N/A �� 119 Natural Gas Available Yes 20 Addition Slab Area (ft) N/A '�� / 21 Glazing Percentage (%) 17.9% COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing•and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below KRM11T 4 - -QF.W% D Registration Number: 216-N0156249A-000000000-0000 Registration Date/Time: 2016-04-26 17:04:43 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-26 16:56:04 1"l Y Y1.rf • � � ENERGY USE SUMMARY 04 05 06 DP I 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 25.21 23.66 1.55 6.1% Space Cooling 38.85 36.31 2.54 6.5% IAQ Ventilation .92 .92 .00 0.0% Water Heating 7.60 5.54 2.06 27.1% Photovoltaic Offset — .00 .00 — Compliance Energy Total 1 72.58 66.43 6.15 8.5% Registration Number: 216-N0156249A-000000000-0000 Registration Date/Time: 2016-04-26 17:04:43 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-26 16:56:04 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Paul Webb Residence Calculation Datefrime: 16:55, Tue, Apr 26, 2016 Page 2 of 11 Calculation Description: Title 24 Analysis Input File Name: Clark37.xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Ceiling has high level of insulation • Window overhangs and/or fins HERS FEATURE SUMMARY 01 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. 04 Building -level Verifications: • IAQ mechanical ventilation B `�'� BUTTE COUNTY Cooling System Verifications: ��/I���� DIVISION • Minimum Airflow BUILDING • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: APPROVED • Duct Sealing Domestic Hot Water System Verifications: 4 • — None — 0 ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use components included in the performance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated by Title 24, Part 6 (such as domestic appliances and consumer•electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. E > -,Reference Energy Use - Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* ` 113.12- 106.97 6.15 5.4% • 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 Paul Webb Residence 3863 1 4 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 House Conditioned System -11 3863 9.7 DHW Sys 1 Registration Number: 216-N0156249A-000000000-0000 - Registration Date/Time: 2016-04-26 17:04:43 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-26 16:56:04 R> . CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Paul Webb Residence Calculation Date/Time: 16:55, Tue, Apr 26, 2016 Calculation Description: Title 24 Analysis Input File Name: Clark37.xml CF1 R -PRF -01 Page 3 of 11 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/S/170 House R-23 Wall w/1 EPS 170 - specify - 857 263 90 Left/W/260 House R-23 Wall w/1 EPS 260 - specify - 757 126.296 90 Back/N/350 House R-23 Wall w/1 EPS 350 - specify - 877 238 90 Right/E/80 House R-23 Wall w/1 EPS 80 - specify - 502 97.02 .90 Interior Surface House»Attic House R-23 Wall 196 0 Interior Wall House» Garage_ R-23 Wall 284 20 Roof House R-49 Roof Attic RB 3863 GWall/S _Garage_ R-0 Wall 170 - specify - 270 0 90 GWall/W Garage_ R-0 Wall 260 - specify - 50 0 90 GWall/N Garage_ R-0 Wall 350 - specify - 300 0 90 GWall/E Garage_ R-0 Wall 80 - specify - 335 192 90 Interior Wall 2 Garage_»House R-23 Wall 284 20 GRoof Garage_ R-0 Roof Attic; 950 ATTIC 01 02 03 04 ` '` r 05'` 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Garage_ Attic Garage Roof Cons Ventilated 4 0.1 0.85 No No Attic House Attic RoofHouse Ventilated 4 0.1 0.85 Yes No Registration Number: 216-N0156249A-000000000-0000 Registration Date/Time: - 2016-04-26 17:04:43 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-26 16:56:04 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE, COMPLIANCE METHOD Project Name: Paul Webb Residence ! �d�il�i� II t B�F����+a� ��"���®� Calculation DatelTime: 16:55, Tue, Apr 26, 2016 �! Calculation Description: Title 24 Analysis B �l Input File Name: Clark37.xml s - 'OT ITI CF1 R -PRF -01 Page 4 of 11 WINDOWS Y� " " Q` ~ _ 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft2) U -factor SHGC Exterior Shading 3050 Window Front/S/170 (- specify -170) 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) 2660 Window Front/S/170 (- specify -170) 2.5 6.0 1 15.0 0.32 0.25 Insect Screen (default) 5060 Window Front/S/170 (- specify -170) 5.0 6.0 1 30.0 0.32 0.25 Insect Screen (default) 26602 Window Front/S/170 (- specify -170) 2.5 6.0 1 15.0 0.32 0.25 Insect Screen (default) 2060 Window Front/S/170 (- specify -170) 2.0 6.0 1 12.0 0.32 0.25 Insect Screen (default) 4060 Window Front/S/170 (- specify -170) 4.0 6.0 1 24.0 0.32 0.25 Insect Screen (default) 20602 Window Front/S/170 (- specify -170) 2.0 6.0 1 12.0 0.32 0.25 Insect Screen (default) 3060 Window Front/S/170 (- specify -170) 3.0 6.0 1 18.0 0.32 0.25 Insect Screen (default) 30602 Window FronVS/170 (- specify -170) 3.0 6.0 1 18.0 0.32 0.25 Insect Screen (default) 4016 Window Front/S/170 (- specify -170) 4.0 1.5 1 6.0 0.32 0.25 Insect Screen (default) 40162 Window Front/S/170 (- specify -170) 4.0 1.5 1 6.0 0.32 0.25 Insect Screen (default) 30502 Window Front/S/170 (- specify -170) _ 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) 6050 Window ,.,Front/S%170 (- specify -170) 6.0 5.0 1 30.0 0.32 0.25 Insect Screen (default) 30503 Window -, ? Front/S%170 (-,specify -170) - , 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) 30504 Window ",,Left/W/260 (-;specify -260) z 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) 30505 Window Lef tW/260 (- specify -260) 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) 30506 Window Left/W/260 (- specify -260) 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) 30507 Window Left/W/260 (- specify -260) 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) 30508 Window LeftlW/260 (- specify -260) 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) 30509 Window Left/W/260 (- specify -260) 3.0 1 15.0 0.32 0.25 Insect Screen (default) 2880 FD Window Left1W/260 (- specify -260) 2.7 0.997 21.3 0.53 0.67 Insect Screen (default) 305010 Window Left/W/260 (- specify -260) 3.0 jJ5.0 1 15.0 0.32 0.25 Insect Screen (default) 305011 Window Back/N/350 (- specify -350) 3.0 1 15.0 0.32 0.25 Insect Screen (default) 305012 Window Back/N/350 (- specify -350) 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) 3020 Window Back/N/350 (- specify -350) 3.0 2.0 1 6.0 0.32 0.25 Insect Screen (default) 305013 Window Back/N/350 (- specify -350) 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) 305014 Window Back/N/350 (- specify -350) 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) 12080 SGD Window Back/N/350 (- specify -350) 12.0 8.0 1 1 96.0 0.32 0.25 Insect Screen (default) 4046 Window Back/N/350 (- specify -350) 4.0 4.5 1 18.0 0.32 1 0.25 Insect Screen (default) Registration Number: 216 N0156249A-000000000-0000 Registration Date/Time: 2016-04-26 17:04:43 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-26 16:56:04 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Paul Webb Residence Calculation Daterrime: 16:55, Tue, Apr 26, 2016 Calculation Description: Title 24 Analysis Input File Name: Clark37.xm1 . CF1 R -PRF -01 Page 5 of 11 60502 Window Back/N/350 (- specify -350) 6.0 5.0 1 30.0 0.32 0.25 Insect Screen (default) 6020 Window Back/N/350 (- specify -350) 6.0 2.0 1 12.0 0.32 0.25 Insect Screen (default) 4040 Window Back/N/350 (- specify -350) 4.0 4.0 1 16.0 0.32 0.25 Insect Screen (default) 305015 Window Right/E/80 (- specify -80) 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) 30603 Window Right/E/80 (- specify -80) 3.0 6.0 1 18.0 0.32 0.25 Insect Screen (default) 30604 Window Right/E/80 (- specify -80) 3.0 6.0 1 18.0 0.32 0.25 Insect Screen (default) 40163 Window Right/E/80 (- specify -80) 4.0 1.5 1 6.0 0.32 0.25 Insect Screen (default) 6068 SGD Window Right/E/80 (- specify -80) 6.0 6.7 1 40.0 0.32 0.25 Insect Screen (default) DOORS 01 02 03 04 Name Side of Building Area (ft) U -factor Door Front/S/170 32.0 0.50 Door 2 Interior Wall 20.0 0.50 GarageCarpoor GWall/E 96.0 1.00 GarageCarpoor2 GWall/E- ..p 96.0 1.00, EUTTE COUNTY. i . BUILDING DIVISION APPROVED Registration Number: 216-N0156249A-000000000-0000 Registration Date/Time: 2016-04-26 17:04:43 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance . Report Version - CF1R-04072016-744 Report Generated at: 2016-04-26 16:56:04 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD�aam,;�B CF1R-PRF-01 Project Name: Paul Webb Residence Calculation Date/Time: 16:55, Tue, Apr 26, 2016Bv I 9 '_p� OOU1�TYPage 6 of 11 Calculation Description: Title 24 Analysis Input File Name: Clark37.xml BUILDING DIVISION OVERHANGS AND FINS - m 01 02 03 04 1 05 1 06 07 08 09 1 10 11 12 7 13 1 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 3050 2.5 0.5 2.5 2.5 0 0 0 0 0 0 0 0 0 2660 2.5 0.5 2.5 2.5 0 0 0 0 0 0 0 0 0 5060 2.5 0.5 2.5 2.5 0 0 0 0 0 0 0 0 0 26602 2.5 0.5 2.5 2.5 0 0 0 0 0 0 0 0 0 2060 7.7 0.5 7.7 7.7 0 0 0 0 0 0 0 0 0 4060 7.7 0.5 7.7 7.7 0 0 0 0 0 0 0 0 0 20602 7.7 0.5 7.7 7.7 0 0 0 0 0 0 0 0 0 3060 10.2 1.5 10.2 10.2 0 0 0 0 0 0 0 0 0 30602 10.2 1.5 10.2 10.2 0 0 0 0 0 0 0 0 0 4016 2.5 0.5 2.5 2.5 0 0 0 0 0 0 0 0 0 40162 14.2 0.5 14.2 r• 4 0 0 0 0 0 0 0 0 0 30502 2.5 0.5 2.5 = 2.5 0 0 0 0 0 0 0 0 0 6050 2.5 r i; 0.5 2.5' ? f 2.5 0 0 0 0 0 0 0 0 0 30503 2.5 -�0.5 2.57 f 2.5„ 0, 0 0 0 0 0 0 0 0 30504 2.5 0.5 2.5 `' 2.5 0 0 0 0 0 0 0 0 0 30505 2.5 0.5 2.5 2.5 0 0 0 0 0 0 0 0 0 30506 2.5 0.5 2.5 2.5 0 0 0 0 0 0 0 0 0 30507 2.5 0.5 2.5 2.5 0 0 0 0 0 0 0 0 0 30508 2.5 0.5 2.5 2.5 0 0 0 0 0 0 0 0 0 30509 2.5 0.5 2.5 2.5 0 0 0 0 0 0 0 0 0 2880 FD 32.6 2.2 8.4 32.6 0 0 0 0 0 0 0 0 0 305010 32.6 2.5 4.1 32.6 0 0 0 0 0 0 0 0 0 305011 2.5 0.5 2.5 2.5 0 0 0 0 0 0 0 0 0 305012 2.5 0.5 2.5 2.5 0 0 0 0 0 0 0 0 0 3020 2.5 0.5 2.5 2.5 0 0 0 0 0 0 0 0 0 305013 2.5 0.5 2.5 2.5 0 0 0 0 0 0 0 0 0 305014 2.5 0.5 2.5 2.5 0 0 0 0 0 0 0 0 0 12080 SGD 11.5 2.2 11.5 9.5 0 0 0 0 0 0 1 0 1 0 0 Registration Number: 216-N0156249A-000000000-0000 Registration Date/Time: 2016-04-26 17:04:43 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-26 16:56:04 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD BUTTE COUNTY O `U c YFIR-PRF-01 Project Name. Paul Webb Residence Calculation Date/Time: 16:55, Tue, Apr 26, 20T_67UIL®ING ®IVIS Page 7 of 11 Calculation Description: Title 24 Analysis Input File Name: Clark37.xmi APPROVED 4046 11.5 2.2 11.5 11.5 0 0 0 0 0 0 0 0 0 60502 2.5 2.5 2.5 2.5 0 0 0 0 0 0 0 0 0 6020 2.5 1.5 2.5 2.5 0 0 0 0 0 0 0 0 0 4040 7.5 0.5 7.5 7.5 0 0 0 0 0 0 0 0 0 305015 2.5 2.5 2.5 2.5 0 0 0 0 1 0 0 0 0 0 30603 2.5 0.5 2.5 2.5 0 0 0 0 0 0 0 0 0 30604 2.5 0.5 2.5 2.5 0 0 0 0 0 0 0 0 0 40163 2.5 0.5 2.5 2.5 0 0 0 0 0 0 0 0 0 6068 SGD 8.5 1.5 4.5 9.5 0 0 1 0 0 0 0 0 0 0 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers • Inside Finish: Gypsum Board • Cavity / Frame: no insul. / 2x4 • Exterior Finish: Wood R-0 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.302 Siding/sheathing/decking Ceilings (below Inside Finish: Gypsum Board R-0 Roof Attic attic) L Wood Framed Ceiling. 2x4 @ 24 in. O.C. none 0.481% Cavity/ Frame: no insul. /2x4 Inside Finish: Gypsum Board • Cavity / Frame: R-23 / 2x6 R-23 Wall Interior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R23 0.061 Other Side Finish: Gypsum Board • Cavity / Frame: no insul. 12x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 - Roof Deck. Wood Siding/sheathing/decking Attic Garage Roof Cons Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Cavity/ Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofHouse Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Cavity / Frame: R-23 / 2x6 R-23 Wall w/1 EPS Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 23 0.049 Exterior Finish: R4 Synthetic Stucco • Inside Finish: Gypsum Board Ceilings (below Cavity/Frame: R-9.1 /2x4 R-49 Roof Attic RB attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R49 0.020 Over Floor Joists: R-39.9 insul. Registration Number: 216-No156249A-000000000-0000 Registration Date/Time: 2016-04-26 17:04:43 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - C17111-04072016-744 Report Generated at: 2016-04-26 16:56:04 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD BUTTE C®UNW CF1R-PRF-01 Project Name: Paul Webb Residence Calculation Date/Time: 16:55, Tue, Apr 2�•�DIVISION Page 8 of 11I� Calculation Description: Title 24 Analysis Input File Name: Clark37.xmi APPROVED SLAB FLOORS 01 02 t `s 03 04 05 06 01 02 03 04 05 06 07 Name Zone Area (ft2) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab -on -Grade House 3863 310 None 0.8 No GSIab _Garage_ 950 95.5 None 0 No BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required — 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 1 .0% WATER HEATERS 01 02 t `s 03 04 05 06 07 08 Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control I S06 DHW Sys 1 - 1/1 — — .; — — — Tank Exterior t °"A � Tank Volume Energy; Factor or , r 1 Insulation Standby Loss Name Heater Element Type Tank Type (gal) Efficiency Input Rating R -value (Fraction) DHW Heater 1 Natural Gas Small Instantaneous 0 0.8 199000-Btu/hr 0 0 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 — — — — — — SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name Cooling Component 1:Heating Component 1:Air Distribution System 1:HVAC Fan 1:1 Other Heating and Cooling System Heating Component 1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 Registration Number: 216-N0156249A-000000000-0000 Registration Date/Time: 2016-04-26 17:04:43 HERS Provider: ' CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-26 16:56:04 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD yyt CF1R-PRF-01 Project Name: Paul Webb Residence Calculation Date/Time: 16:55, Tue, Apr 26, 201i6C�7UTTE COUNTY Page 9 of 11 Calculation Description: Title 24 Analysis Input File Name: Clark37.xml BUILDING DIVISION HVAC - HEATING UNIT TYPES 01 02 03 Name Type Efficiency Heating Component 1 CntrlFurnace - Fuel -fired central furnace 80 AFUE HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name Verified Airflow Efficiency Verified EER Multi -speed Verified Refrigerant Charge Name System Type EER SEER Zonally Controlled Compressor HERS Verification Cooling Component 1 SplitAirCond 11.7 14 Not Zonal Single Speed Cooling Component 1 -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow n Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required j i�f ` 350 ' •- Not Required Not Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 02 1.0 _ l 04 OS 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 DuctsAttic Sealed and tested 6 Attic None Air Distribution System 1 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location i 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 Registration Number: 216-N0156249A-000000000-0000 ' Registration Date/Time: 2016-04-26 17:04:43 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-26 16:56:04 CERTIFICATE OF COMPLIANCE RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Paul Webb Residence Calculation Dateffime: 16:55, Tue, Apr 26, 2016 Calculation Description: Title 24 Analysis Input File Name: Clark37.xml CF1R-PRF-01 Page 10 of 11 HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 76.13 0.25 Default 0 Required .s. SUTTE O®UNTY BUILDING DIVISION APp®VED 1 • Registration Number: 216-N0156249A-000000000-0000 Registration Date/Time: 2016-04-26 17:04:43 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-04072016-744 HERS Provider: CaICERTS inc. Report Generated at: 2016-04-26 16:56:04 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Paul Webb Residence _ Calculation DatefTime: 16:55, Tue, Apr 26, 2016 Calculation Description: Title 24 Analysis Input File Name: Clark37.xm1 CFI R -PRF -01 Page 11 of 11 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: �77CC //�� Wallace Donna Wallace �6onna Company: Signature Date: Donna K. Wallace 2016-04-26 17:03:25 Address: CEA/HERS Certification Identification (If applicable): 399 E. 9th Ave. City/State/Zip: Phone: Chico, CA 95926 530-893-4982 RESPONSIBLE PERSON'S DECLARATION STATEMENT certify the following under penalty of perjury, under the laws of the State of California: 1. I 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 design 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 enforcement agency for approval with this building permit application. Responsible Designer Name:Responsible Designer Signature: Donald Clark Company: Li lc-_ i"3 Date Signed: ' t • - Designs By Donald J. Clark ; s. 2016-04-26 17:04:43' Address: License: 121 Yellowstone Dr. n/a City/State/Zip: Phone: Chico, CA 95973 530-345-8989 BUTTE COUNTY BUILDING DIVISION APPRVED Digitally signed by CaICERTS. This digital signature is 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. Registration Number: 216-N0156249A-000000000-0000 Registration Date/Time: 2016-04-26 17:04:43 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-26 16:56:04 2013 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subjecl to the Stundards must comp!- with all applicable mandatory measures listed, regardless of l�e:- compliance. approach used. Exceptions mai- annly. Review the resnective code section for more information. 7 OD V5 UJ Building Envelope Measures: § 110.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. or 1 _ t § 110.6(a)5: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain ' 4 Coefficient SHGC , and infiltration that meets the requirements of § 10-111 (a). LIJ § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. § 1 10.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. t J § 1 10.8(i):The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of § 110.8(1) when Ue installation of a cool roof is specified on the CFi R. (n § 110.80): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CFi R. Minimum .R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a § I50.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. § I50.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. § 150.0(c): Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U - factor). § I50.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. §150.0(8)1: In Climate Zones 14 and i6 a Class II vapor retarder shall be installed on the conditioned space side of all insulation in all exterior walls, vented attics and unvented attics with air- errneable insulation. § 150 0(8)2. in Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class i or Class Ii vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class 11 vapor retarder shall be placed over the earth floor of § 150.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). § 150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3"/x; have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of § 110.8( ). § 150.0(q): Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U - factor of 0.58; or the weighted average U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: § 150.0(e) i A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. § 150.0(e) I B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight -fitting damper or a combustion -air control device. § 150.0(e)I C: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. § 150.0(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: § 1 10.0-§ 110.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. § 110.3(c)5: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of § 1 i0.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli- § 110.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa a heaters. §I50.0(h)1: Heating and/or cooling loads are calculated in accordance with ASiIRAE, SMACNA or ACCA using design conditions specified in§150.0!2. § 150.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. § 150.0(i): Heating systems are equipped with thermostats that meet the setback requirements of § 1 10.2(c). § 150.00)1 A: Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped with insulation having an installed thermal resistance of R-12 or Beater. § 150.00)113: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system § 150.00)2A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3- A. § 150.00)2B: All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve that allows for installation, removal, and replacement of the enclosed pipe and insulation. 2013 Low -Rise Residential Mandatory Measures Summary § 150.0(j)2C: Pipe for cooling system lines shall be insulated as specified in §150.00)2A. Piping insulation for steam and hydronic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE, 120.3-A. § 150.0(i)3: insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For § I50.0(j)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified�'z painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. rv Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a t"Is i § I50.0(i)3B: or Class 11 vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class i or Class ii o� retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle tjiri 3 feet of the water heater; a Category iII or iV vent, or a Type B vent with straight pipe between the outside termination an&the V §150.0(n)1: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installbc Z water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,00: - Btu/Iv. § 150.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of § 1 10.3(c)5. ..� § 150.0(n)3: Solar water -heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (911-0,' or by a testing agency a roved by the Executive Director. CU Ducts and Fans Measures: All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSi/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and retum-air ducts and plenums are insulated to a minimurn installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed § 150.0(m)1: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than '/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; Joints §150.0(m)2: and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. § 150.0(m)3-6: Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling. § 150.0(m)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dam ers. § 150.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not § I50.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. § 150.0(m)10: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be § 150.0(m)1 1: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal § 150.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of § 150.0 m 12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The § 150.0(m)13: space conditioning system must also demonstrate airflow > 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy:5 0.58 W/CFM as confirmed by Field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode. § I50.0(m)15: an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of >_ 350 CFM per ton of norninal cooling capacity, and operating at an air -handling unit fan efficacy of:S 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor continuous operation of § 150.0(0): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. § 150.0(0)1 A: Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency § 110.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating. 3 2013 Low -Rise Residential Mandatory Measures Summary 1�7 § 1 10.4(b)]: Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicat ,d .Oti 11' and return lines, or built-up connections for future solar heating. § 110.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. �.. §I I0.4(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to b&sseet �rq>.f ammed to run onlyduringoff-peak electric demand periods. § 110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. 0 � § 150.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requiremAh! Lighting Measures: § 110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of § 110.9. § 150.0(k) I A: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with § l 50.0(k) in accordance with TA -B -LE - 150.0 -A or TABLE 150.0-B, as applicable. Cid § 150.0(k)I B: When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the applicable provisions of § 150.0 k . The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with 150.0(k) I C: §130.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 130 watts of low efficacy lighting er electrical box. § 150.0(k) I D: Ballasts for fluorescent lamps rated 13 watts or greater shal I be electronic and shall have an output fi•equency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no § 150.0(k)I E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § 130.0(c). Night lights do not need to be controlled by vacancy sensors. § 150.0(k)I F: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of § 150.0(k). § I50.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. § 150.0(k)2B: Exhaust fans shall be switched separately from lighting systems. § 150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit tile luminaires to be manually switched ON and OFF. §I50.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. § 150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with § 150.0(k). § 150.0(k)2F: Lighting controls comply with applicable requirements of § 110.9. An Energy Management Control System (EMCS) may be used to comply with dimmer requirements if.. it functions as a dimmer § I50.0(k)2G: according to § 1 10.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of §130.5; and all other requirements in § I50.0(k)2. An Energy Management Control System (EMCS) may be used to comply with vacancy sensor requirements of § 150.0(k) if: it § 150.0(k)2H: functions as a vacancy sensor according to § 110.9; meets installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in § 150.0(k)2. § 150.0(k)21: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2. §I50.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only § I50.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. § 150.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. § 150.0(k)5: A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. § I50.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. § 150.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy, or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; have a label that certifies that. the luminaire is airtight. with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E233; be sealed with a gasket or caulk between the luminaire housing § 150.0(k)3: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces scaled with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with § I50.0(k), the ballasts shall be certified to the Energy Commission to comply with the applicable requirements in § 110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements: i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and § 150.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours; and iii. Controlled by one of the following methods: 2013 Low -Rise Residential Mandatory Measures Summary a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically turn the outdoor lighting OFF during daylight hours; or Energy c. management control system which meets all of the following requirements: At a minimum provides the funtt 611 of an astronomical time clock in accordance with §110.9; meets the installation Certification requirements in §130..1-mt e requirements for an EMCS in §130.5; does not have an override or bypass switch that allows the luminaire to be a iO�N�d, is programmed to automatically turn the outdoor lighting OFF during daylight hours. -% For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and pore e a a,3t- 'oLIM r lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply wit J n o tl,e § 150.0(k)9B: following requirements: (DT T i. Shall comply with § I50.0(k)9A; or Ui Z ii. Shall comply with the applicable requirements in § 1 10.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. 150.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § 150.0(k)90-or25.43§ shall comply with the applicable requirements in § 1 10.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. M J § 150.0(k)9D: Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per sites l m M with theapplicable requirements in § 1 10.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. §I50.0(k)10: Internally illuminated address signs shall comply with §140.8; or shall consume no more than 5 watts of power as determined according to § I30.0(c). §150.0(k)1 I: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for ' nonresidential garages in § 1 10.9, 130.0, § 130. 1, § 130.4, ' 140.6, and ' 141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of § I 50.0(k) I 2A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building shall: § 150.0(k)12B: t• Comply with the applicable requirements in § 110.9, § 130.0, § 130. 1, § 140.6 and § 141.0; and ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a § 110.10(a)1: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January I, 2014, shall comply with the requirements of § 110.10 through § 110.10 e . § 110.10(a)2: Low-rise multi -family buildings shall comply with the requirements of § 110.10(b) through § 110.10(d). The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for § 1 10.10(b)1: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone shall be located on the roof or overhang of the building or on the roof or overhang of another structure located within 250 feet of the building or on covered parking installed with the building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight arca. § 110.10(b)2: All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. § 110.10(b)3A: No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice § 1 10.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane. § 110 10(b)4: For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. The constriction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit § 110.10(c): from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating system. § 110.10(d): A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(c) shall be provided to the occupant. § 110.10(e)1: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a § 110.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and ennanentl marked as "For Future Solar Electric". HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Date Paul Webb. Residence 4/26/2016 System Name Floor Area System -1 3,863 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 z COIL — O ® CFM 1 1 Total Room Loads 1,386 ) > `eturn Vented Lighting j� ® Return Air Ducts py.. Return Fan # Z j,j*' Ventilation 0 IL s © Supply Fan _ Supply Air Ducts COOLING PEAK COIL HTG. PEAK Heating%System Sensible Latent CFM Sensible Output per System 80,000,'i 32,854 1,142 858 40,382 Total Output Btuh 80,000 0 Output Btuh/s ft 20ff, 1,915 2,387 Cooling System 0 0 Output per System 60,000 0 0 0 0 Total Output Btuh 60,000 2.302 -2,302 Total Output Tons 5.0 1,915 2,387 15.5 Total Output Btuh/s ft m TOTAL SYSTEM LOAD 1,142 Total Output s ft/Ton 772.6 38,986 42,853 Air System CFM per System 2,000 HVAC EQUIPMENT SELECTION Airflow cfm 2,000 System -1 49,372 4,770 80,000 Airflow cfm/s ft 0.52 Airflow cfm/Ton 400.0 Outside Air % 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 49,372 4,770 Aug 3 PM 80,000 Jan 1 AM Outside Air cfm/s ft 0.00 Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 22 OF 69 OF 70 OF 115 OF LF Outside Air 0 cfm Supply Fan Heating Coil 114 OF 2,000 cfm ROOM 69 OF 70 OF COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 102/71 OF 79/63°F 80/63°F 55/53°F 0 • 11 Outside Air Ar 0 cfm Supply Fan Cooling Coil 56 / 54 OF 2,000 cfm 41.1 % ROOM ` 79 / 63 OF 78 162 IF I EnergyPro 6.7 by EnergySok User Number.- 4997 RunCode: 2016-04-26716:56:30 ID: Page 16 of 16