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HomeMy WebLinkAboutB16-2087 000-000-000 (2)Systems Plus Lumber Co. 1800 S. Barney Rd. RECIER ED Anderson, CA 96007 SEP 2 6 016 (530) 378-6800 (530) 365-5903 fax TRB AND Ass( 'IATES Trusses & Pre Manufactured Wall Panels systpluls@systplus.com www.systplus.com INSPECTION AGENCY Timber Products Inspection, Inc. 105 S.E. 124' Avenue Vancouver, WA 98684 Tel: (360) 449-3138 Fax: (360) 449-3953 *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * Cpv ek.. ....BUTTE C A 06 ELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE i1 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. I Oroof/R502.1 Ifloor) TRUSS ENGINEERING LAYOUT YES ❑■ NO ❑ Standard Truss Detail Title Detail # = Included Gable End 85 Wind B 1 Gable End 110 Wind B. Gable End 110 Wind C Hat Truss over 6/12 1 WIEWED 2 Hat Truss under 6/12 Web Bracing Details 2B 3 Valley Fill Frames 4 ✓ Open Face Jacks 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.sbcindustrv.com BCSI-B1 Summary Sheet at www.sbcindustEy.com INCE TES DA 1Stemg 4h9J umber 1608-050 BUTM Date 08/29/2016 Revisions) COUNTY Customer Gustafson SEP 212016 DEVELOPMENT Project SERVICES Location Oroville, CA L,�I (®." L-�` PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE BAND BRACCINNGG OF METAL PLATDE CONNECTED OOD TRUSSES NOTE D MiT k' MiTek-USA,16c. 7.777 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, r REVIEWED FOR CODE COMPLIANCE DEC p 1 2016 Iti10 e76428TRB AND ASSOCIATES EXP. 12-i- b CN1t.' Marcos A. Hernandez, P.E. Senior Engineer Western Engineering Operations t YDET41L FOR COMMON AND END JACKS M11/SAC --8 -40PSF 3/30/2004 PAGE 1 MAX LOADING (psf) SPACING 2 -OA BRACING MiTek Industries, Inc. TCLL 40.0 Plates Increase 1.15 Western Division TCDL 14.o Lumber Increase 1.15 TOP CHORD Sheathed. BCLL D.o Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF 145OF 1.3E BOT CHORD 2 X 4 SPF 145OF 1.3E LENGTH OF EXTENSION AS DESIGN REQ'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"X3.0" MIN) NAILS @ 3" O.C. 2 ROWS 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. SUPPORT AND CONNECT ON BY OTHERS OR 2=16d COMMON WIRE (0.162 -DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS 3X4 CONN. W/2 16d COMMON WIRE (0162"DIA X 3.5" LGT) TOE NAILS 5.0.0 6-0.0 -- ---- - EXT. - 200 4-0-0 2.0-0 EXT. 2-0'0 EXT. 2-0.0 -0 2.0 j CONN. W/316d COMMON WIRE (0:162"DIA. X 3'.5" LGT) TOE NAILS BOTTOM'CHORD LENGTH MAY BE 74" "" ✓ 3X4 — OR A BEARING BLOCK CONN. W1216d COMMON WIRE(0.162.01A. X 3.5') LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR L 2.0.08-04) PRESSUREBLOCKING INFO. I' NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. OQQQ 'ON SEP 0 1 20.� A WARAVN6 . Verlb des(gn parameters and RU 13 NOTES ON TAUS AND V=UDED fJUTSK RSFSNCS RSPAGE MU -7473 Sr"RS US8. 7777 Greenback L898 Suite 109 Design void for use only with MITek conneclors. This design Is based only upon parameters shown, and Is for an IndWual building component. Citrus Heights, CA, 9551 Applicability of design poramenters and proper incorporation of component is respordbialyol buBding designer- not truss designer. Bracing shown il Is for lateral support of Individual web members only. Addillonal lemporary.brocing 10 Unsure sfabiflty during aonslruction b the responslbBflly of the •i erector. Additional pemnonenl bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrlcallon, quoflty eonlroL sloroga, deBvery, erecllon and bracing, consult ANSIM11 Quality Cdterla, DSB-89 and BCStl Building Component Safety Intormalion available tram Truss Plate Instllule. 583 D'Onofrio Drive, Madison. W153719. Mia i■■ al TWO FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY2 (BEVELED BOTTOM CHORD) �0 ® 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 DIA -In 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 13 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE NAILS 8 SEE DETAIL - A, B, OR C BELOW (TYP.) GABLE END, COMMON TRUSS OR GIRDER TRUSS 9 12 11 10 BEVEL VALLEY TRUSS BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO SECURE VALLEY TRUSS BASE TRUSS W/ W/ USP RT7 OR (2) 1bd TOE NAILS I EQUIVALENT DETAIL A I DETAIL B (BASE TRUSSES SHEATHED) (NO SHEATHING) 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X 3-1/2") 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 DETAIL C (NO SHEATHING) BASE TRI VALLEY TRUSS TYPICAL TYPICAL (24" O.C. ) VALLEY TRUSS TYPICAL 5 (24" O.C. ) \ This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P 12 13 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE NAILS 8 SEE DETAIL - A, B, OR C BELOW (TYP.) GABLE END, COMMON TRUSS OR GIRDER TRUSS 9 12 11 10 BEVEL VALLEY TRUSS BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO SECURE VALLEY TRUSS BASE TRUSS W/ W/ USP RT7 OR (2) 1bd TOE NAILS I EQUIVALENT DETAIL A I DETAIL B (BASE TRUSSES SHEATHED) (NO SHEATHING) 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X 3-1/2") 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 DETAIL C (NO SHEATHING) Mr4RCH`12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE aaaa 0 00 0 00 �JLU 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. 1. DIAGONAL BRACING IS REOUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL A B C D A B C D C D 10'-0" 1610 1886 1886 2829 <`_=> ''' 3143 3143 4715 - 2358 2358 3536 12'-0" 1342 1572 1572 2356 4715 7074 14' - 0" 11 50 4 13 7 1 47 3 2021 16'-0" 1006 1179 1179 1768 8' 0" 894 1048 1048 104818'-0" 1572 3143 4715 FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT 20'-0" 805 943 943 1414 =+ `''' 1886 1886 2829 Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK -STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER- ?.. ice DD—I i —Al i Anna CI nn= A— Donni IrT SDFCIFIGATIr1N TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) GENERALNOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REOUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A OUALIFIED PROFESSIONAL. 1 X 4 IND. 45 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 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2.8d (0.131-)2.5I FOR 1x4 BRACES, 2-10d (0.131'x 3") FOR 2x3 and 2x4 BRACES, AND 3-10d (0.131")3') FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.8d (0.131'X2.5') NAILS FOR 1x4 LATERAL BRACES, 2-10d (0.131')3-) NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3-10d (0.131-)3') FOR 2x6 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 2 X 4 #3, STD, CONST SPF, DF, HF, OR SP) ( DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. ,~ sboindusby.com and w .tpinst.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. g, TABULATED VALUES ARE BASED ON A DOL. - 1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK -STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER- ?.. ice DD—I i —Al i Anna CI nn= A— Donni IrT SDFCIFIGATIr1N TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) s,Marcl, 4, 2013 T -BRACE / I -BRACE DETAIL ST - T -BRACE OD aaaa 0 00 0 00 a MiTek USA, Inc. Note: T -Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T -Brace / I -Brace 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 / I -Brace (On Two -Ply's Nail to Both Plies) WE Nails VV CU Nails Web I -Brace Nails/ Nails MiTek USA, Inc. Page 1 of 1 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 1X_ bracing material, use IND 55 for T-Brace/I Brace 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 -Bra 2x6 1x6 (*) T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x81 -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace 2x6 2x6 T -Brace 2x61 -Brace 2x8 2x8 T -Brace 2x81 -Brace 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 1X_ bracing material, use IND 55 for T-Brace/I Brace F JANUARY 1, 2009 L -BRACE DETAIL ST - L -BRACE F MiTek USA, Inc. Page 1 Of 1 0 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 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 Nails / Section Detail L -Brace Web L -Brace must be same species grade (or better) as web member. Specified Continuous Rows of Lateral Bracing Web Size 1 2 Nails. 2x3 or 2x4 1x4 ••• 2x6 1 x6 2x8 2x8 "• DIRECT SUBSTITUTION SPACING NOT APLICABLE. A L -Brace Size t for Two -Ply Truss L -BRACE Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 ••• 2x6 2x6 2x8 2x8 "•" DIRECT SUBSTITUTION NOT APLICABLE. Nails / Section Detail L -Brace Web L -Brace must be same species grade (or better) as web member. 1" JANUARY 1, 2009 SCAB -BRACE DETAIL ST - SCAB -BRACE MiTek USA, Inc. Page 1 of 1 Note: Scab -Bracing to be used when continuous 0 00 o lateral bracing at midpoint (or T -Brace) is n impractical. Scab must cover full length of web +/- 6". MiTek USA', Inc. THIS DETAIL IS NOT APLICABLE WHEN BRACING IS 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. j MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF #3 Nails / Section Detail Y Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & MII/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 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. I sMITek.` MiTek USA, Inc. • 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Re: °1608-050 Fax 9161676-1909 Gustafson 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: R48260024 thru R48260069 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. Q�pFESSIONq� �C40 ONIO y2c2 P F C 76428 z Of 0 * EXP. 12/31/.2016 H . GV1�- 4 August 26,2016 Hernandez, Marcos IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty PlyGustafson fX:G-3-12 0-3-0] building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in R48260024 1608x050 S A01 GABLE 1 1 Q n/r 120 MT20 220/195 TCDL 10.0 fv4 a BC 0.37 Vert(TL) -0.04 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 26 13:25:12 2016 Page 1 ID:Ug5byA5Fo6TrNJDZbVQvN6yosQa-1 MAzflXnCeWUvZJQ8gHB3Czj6nl?zafZlpYAb7yjz5r -2 0 0 4-2� 7-10 4 13 0 0 18-1-12 _ ,_ 22-1-12 26 0-0 28-0-0 2-0-0 4-2 8 3-7-12 5-1-12 5-1-12 4-0-0 3-10-0 2-0-0 4x6 = 6x8 = 6x8 = jg Scale = 1:58.5 4-2$ 7-10-4 11-12 i 22-1-12 26-0-0 4-2-0 3-7-12 108- 3.8 4-0-0 3-10-0 Plate Offsets (X Y)— [B:0-2-0 0-1-81 f1:0-3-0 Edge] fP:0-2-0 0-1-8j,DW,0-3-12 0-3-01 fX:G-3-12 0-3-0] building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.02 Q n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.37 Vert(TL) -0.04 Q n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 P n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -SH Weight: 163 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. E-I,I-M: 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2X4 DF No.1 &BV G *Except* W -X: 2x8 DF SS OTHERS 2X4 DF Stud,Std G REACTIONS. All bearings 26-0-0. (lb) - Max Harz B=237(LC 7) Max Uplift All uplift 100 Ib or less atjoint(s) B, X, W. P, R, S, T, U, AC, AB, AA except V=320(LC 14), Y=322(LC 14) Max Grav All reactions 250 Ib or less atjoint(s) R, S, T. U, AC, AB, AA, Z except B=428(LC 1), X=819(LC 16), W=801(LC 17), P=427(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=349/44, C -D=315/39, D -E=302/36, E -F=292/27, F -G=279/33, 1-1-1=348/113, I -J=-348/111, K -L=274/27, L -M=294/25, M -N=292/30, N -O=-312/34, O -P=-346/39 BOT CHORD B -AC= -45/305, AB -AC= -45/305, AA -AB= -45/305, Z -AA= -44/308, Y -Z=-44/308, X -Y=40/323, W -X=45/302, V -W=-35/320, U -V=39/305, T -U=39/305, S -T=-42/303, R -S=-42/303, P -R=-42/3003 WEBS J -W=304/178, H -X=-311/184 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. 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 'Of ESSIO/�q grip DOL=1.33 Q- Z 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry �0 �.ON �� tL�, F2. Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. ' O� 5) Gable requires continuous bottom chord bearing. UC 76428 y tT 6) Gable studs spaced at 14-0 oc. __JZ 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 EXP. 12/31/2016 m will fit between the bottom chord and any other members, with BCDL = IO.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) B, X, W, P, R, S. C.iV I\ - T, U, AC, AB, AA except Qt --1b) V=320, Y=322. 11) Attic room checked for L/360 deflection. OFC 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. August 26,201 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-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 i•Y■ building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i�iTek` b 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 BuBding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1.99. - __ Job Truss Truss Type Qty Ply Gustafson 4-2 8 7-10 4 8 0-0 4-2 8 3-7-12 0-1-12 18-0-0 18-1-12 22-1-12 26-0 0 4-0-0 3-10 4 10-0-0 R48260025 1608r050 . A02 Common 12 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA f"lu s Apr zu zulo MI I ex Inaustnes, mc. rn Aug co i a:za: i o cu ro raga r ID:Ug5byA5Fo6TrNJDZbVQvN6yosQa-VYkLteXPzyeLXjuciYoQbQ WIrBZRiyHjXTHk7Zyjz5q 2-0-0 4-2 8 7-10 4 13-0.0 18-1-12 22-1-12 26-0-0 28-0-0 ' 2-0-0 4-2.8 3-7-12 51-12 5-1-12 400 3-10� 2-0-0 5x8 = F Scale = 1:58.3 NOTES- (10) SX6 = LX4 II OXO 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate 4-2 8 7-10 4 8 0-0 4-2 8 3-7-12 0-1-12 18-0-0 18-1-12 22-1-12 26-0 0 4-0-0 3-10 4 10-0-0 0-1-12 Plate Offsets (X Y)— (13:0-0-13 EdgJe [C:0-4-0.0-3-41, [I'0-4-0 0-3-41 [J'0-0-13 Edq_e] IM'0-2-120-3-01, [N:0-2-12.0-3-01 Q �� 2 will Wall load H LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.33 M -N >937 240 MT20 220/195 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.67 Vert(TL) -0.84 M -N >372 180 TCDL 10.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.07 J n/a n/a BCLL 0.0 • Code IBC2012/TPI2007 Matrix -MSH Attic -0.16 M -N 756 360 Weight: 154 Ib FT = 20% BCDL 10.0 . LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins. C-F,F-1: 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2X4 DF No.1 &Btr G *Except* M -N: 2x8 DF SS WEBS 2X4 DF Stud.'Std G *Except* E-G,D-N,H-M: 2X4 DF No.1&BtrG REACTIONS. (Ib/size) B=1663/0-3-8, J=1664/0-3-8 Max Horz B=237(LC 6) Max Grav B=1802(LC 17), J=1803(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ^ TOP CHORD B -C=248010, C -D=2255/0, D -E=1637/37, E -F=0/880, F -G=0/881, G -H=1639/36, H-1=2244/0; I -J=-2481/0 BOT CHORD B-0=0/2149, N-0=0/2152, M -N=0/1755, L -M=0/1997, J -L=0/1990 WEBS E -P=-2766/0, G -P=2766/0, D -N=0/956, H -M=0/899, C -N=545/159, 1-M=518/158 NOTES- (10) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs ' non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. PEsslo/v 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 fit between the bottom chord and any other members. Q �� 2 will Wall load H �� `\�.ONIO . 6) Ceiling dead load (5.0 psf) on member(s). D -E, G -H, E -P, G -P; dead (5.Opsf) on member(s).D-N, -M 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. M -N CO 8) A plate rating reduction of 20% has been applied for the green lumber members. V C ) C 76428 9) Attic room checked for U360 deflection. _JZ 70 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. a EXP. 12/31/2 6 AV �TFOF CAO1 August 26,201 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MGI -7473 rev. 10/03/2015 BEFORE USE Design valid for use any with Mifea connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i•� building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing i1AITe 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 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 Hei -his CA 95610 Job Truss Truss Type Qty Ply Gustafson LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.15 CSI. TC 0.24 DEFL., in Vert(LL) -0.17 (loc) I/deft Ud P -Q >999 240 R48260026 1608/050 1 A03 GABLE 1 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(TL) -0.01 AZ n/a n/a Job Reference o liana! SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 26 13:25:15 2016 Nage 1 ID:Ug5byA5Fo6TrNJDZbVQvN6yosOa-Rxs51KZgVZu3m01?gzqugrbCJ_F AgSO_nmgBSyjz5o -2-0-0 4-2$ 7-10-4 13-0 0 18-1-12 22-1-12 26-0-0 28-0-0 2-0-0 4_2_8 3-7-12 5-1-12 5-1-12 4 0 0 3_10_4 2-0-0 5x6 — 3x4 = - t s K 6x8 = '6x8 — v ry rvi L 3x4 = Ig Scale = 1:59.2 NOTES- (13) , 4-2.8 1 3-7-12 0 -12 10-0-0 0-1-12 4-0-0 3-10 4 Plate Offsets (X Y) [B:0-0-3.0-0-01. [C:0-4-0.0-3-01, [I:0-4-0 0-3-01 [J:0-4-3.0-0-41, [P:0-2-8.0-3-01, [Q'0-2-8 0-3-01 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.15 CSI. TC 0.24 DEFL., in Vert(LL) -0.17 (loc) I/deft Ud P -Q >999 240 PLATES GRIP MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.60 Vert(TL) -0.36 P -Q >517 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(TL) -0.01 AZ n/a n/a J GIvIL BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Attic -0.15 P -Q 827 360 Weight: 229 Ib FT = 20% LUMBER- BRACING - August 26,201 TOP CHORD 2X4 DF No. 1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. C-F,F-1: 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2X4 DF No. 1&Btr G 'Except' 10-0-0 oc bracing: P -Q. P -Q: 2x8 DF SS WEBS 2X4 DF Stud/Std G 'Except E-G,D-Q,H-P: 2X4 DF No.1&Btr G OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 6-1-10 except Qt=length) J=6-5-8, N=6-5-8, L=6-5-8, M=6-5-8, 0=6-5-8, J=6-5-8. (lb) - Max Horz B=237(1_C 6) Max Uplift All uplift 100 Ib or less atjoint(s) L, O, U except B=280(LC 14), J=-370(LC 14), R=167(LC 14) Max Grav All reactions 250 Ib or less at joint(s) B, J, L. M. O, U. T, R, B. J except S=1770(LC 16), N=1784(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=107/710, C -D=771/31, D -E=636/89, G -H=622/78, H-1=756/10, I -J=-57/847 BOT CHORD B -U=523/37, T -U=523/37, S -T=523/37, R -S=-450/48, Q -R=-450/48, P -Q=0/605, O -P=579/133, N -O=-579/133, M -N=674/133, L -M=-674/133, J -L=674/133 WEBS E -V=65204, G -V=652!74, C -S=-1721/16, C -Q=0/1168, I -N=-1778/5, I -P=0/1239 . NOTES- (13) , 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 Q�ofESSIONq/ �O \ ONTO L 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry building designer ANSIfrPl 1. \ ' Gable End Details as applicable, or consult qualified as per O� 4) All plates are 2x4 MT20 unless otherwise indicated. J C, C 76428 y 5) Gable studs spaced at 1.40 oc. Suite 109 6) This miss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q ry EXP. 12/31/2b16 T. 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) Ceiling dead load (5.0 psf) on member(s). D -E, G -H, E -V, G -V; Wall dead load (5.0psf) on member(s).D-Q, H -P 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. P -Q J GIvIL 10) A plate rating reduction of 20% has been applied for the green lumber members. '9 TFOF 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) L, O, U except CAI. Qt=1b) B=280, J=370, R=167, B=280, J=370. 12) Attic room checked for U360 deflection. August 26,201 Y WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI -7473 rev. 10/03/2015 BEFORE USE , Design valid for use only with M7ea connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the.overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fVliTek' 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/TP11 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 Gustafson 6-0-0 Plate Offsets (X Y)— [B:0-0-15 0-0-0]�[F:0-0-15 0-0-01 R48260027 1608rO50 y . B01 Common 4 1 (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.02 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 26 13:25:16 2016 Page 1 ID: Ug5byA5Fo6TrNJDZbVQvN6yosOa-v7QUVfalFtOwOAcBNgL7D27PmOhUvOe9DR WOkuyjz5n -0 9-14 3-5 7 6.6-0 9-0-9 , _ _ 13.0-0 13-9-14 0-9-14 3-5 7 3-0-9 3-0-9 3-5-7 0-9-14 a 04 = 3x8 = 3x4 = 3x4 = Ig Scale = 1:30.4 6-" !' . 13-0-0 6 6 0 6-0-0 Plate Offsets (X Y)— [B:0-0-15 0-0-0]�[F:0-0-15 0-0-01 building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.02 H -N >999 . 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.20 Vert(TL) -0.06 H -N >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 HOrz(TL) 0.01 F n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -MSH Weight: 57 Ib FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&BIT G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=569/0-5-8, F=569/0-5-8 Max Hoa B=117(LC 7) Max Uplift 6=66(LC 8), F=66(1_C 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=675/90, C -D=516/84, D -E=-516/84, E -F=675/91 BOT CHORD B-1-1=83/541, F -H=-21/525 WEBS D -H=22/338 NOTES- (7) 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. It; 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) B, F. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pFESSIO NIp h�,pycZ cv �. Of C 76428 � � 0 EXP.12/3112016 rn �t i i / ?� OF August 26,201 WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473 rev. 1010312015 BEFORE USE !' . Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing i�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/TPl1 Quality Crtierla, DSB-89 and SCSI Butiding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply Gustafson I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 R46260028 16081050 B02 Common 5 1 MT20 220/195 TCDL . 10.0 Lumber DOL 1.15 BC 0.21 Vert(TL) -0.06 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA amiu s Apr zu Lino ml i eK muusmes, inc. rn mug zo ro:co: w cu ro raye i ID:Ug5byA5Fo6TrNJDZbVQvN6yosQa-v7QUVfal FtOwOAcBNgL7D27PkOhSvOc9DR WOkuyjz5n 3-5-7 6�-0 9�-9 13-0-0 3-5 7 3-0-9 3 0 9 3-5-7 A 4x4 = C 3x8 3x4 = 3x4 = E lg Scale = 1:30.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.02 F -L >999 240 MT20 220/195 TCDL . 10.0 Lumber DOL 1.15 BC 0.21 Vert(TL) -0.06 F -L >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 E n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Weight 55 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) A=520/0-5-8, E=520/0-5-8 Max Hoa A=104(LC 6) Max Uplift A=-50(LC 8), E=-50(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-679/91, B -C=519/85, C -D=519/85, D -E=679/91 BOT CHORD A -F=92/539, E -F=-30/529 WEBS C -F=-23/340 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 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) This truss has been designed fora 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. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pFESS/o 14 F =�0O P��.ONIO h,�'A�cZ C 76428 r7 EXP. 12/31 /2016#,7 .1/- \ OF August 26,201 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/032015 BEFORE USE • Design valid for use onty with MiTea 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 appficobiftty, of design parome`,ers and properly incorporate this design into the overall ■.Y■ building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �T®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPn 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 Heights, CA 95610 Job Truss Truss Type Qty Py Gustafson Plate Offsets (X.Y)— (E:0-0-11.Edge) a truss system. Before use, the building designer must vedfy the applicability of design parameters and property incorporate this design into the overall LOADING (psf) SPACING- 2-0-0 R48260029 1608x050 G B03 Common 1 1 TC 0.08 Vert(LL) -0.02 F -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MITek Industries, Inc. Fri Aug 26 13:25:17 2016 Page 1 I D:Ug5byA5Fo6TrNJDZbVQvN6yosQa-NJ_sj?awOB8n?KBNxOsM mGgaJo2NeseJR5FxGLyjz5m 3-9- 6-0-09-0-9 13-0-0 3 9-0 2-8-12 3-0-9 3-5-7 T A 4x4 = C G 3x8 = 3x4 = 2x4 II 3x4 = Scale = 1:30.0 NOTES- (7) 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 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. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. of ESSIO/V4 =��O 01NO0 C 76428 Z � o yEXP. 31I2016 /V T`OF CAL �� August 26,201 ® WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE KH -7473 rev. 10103n015 BEFORE USE 3 9-0 2-8-12 6-6-0 Plate Offsets (X.Y)— (E:0-0-11.Edge) a truss system. Before use, the building designer must vedfy the applicability of design parameters and property incorporate this design into the overall LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.02 F -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.07 F -M >999 180 BCLL 0.0 BCDL 10.0 Rep Stress Ina YES Code IBC2012ITP12007 WB 0.10 Matrix -MSH Horz(TL) 0.00 E n/a n/a t Weight: 57 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) A=155/0-5-8, E=374/0-5-8, G=511/0-3-8 Max Horz A=-104(LC 4) Max Uplift A=-6(LC 9), E=-42(LC 9), G=-65(LC 8) Max Grav A=167(LC 19), E=374(LC 1), G=511(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD C -D-255/60, D -E=-411/82 BOT CHORD E -F=-16/319 WEBS B -G=-446/81 NOTES- (7) 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 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. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. of ESSIO/V4 =��O 01NO0 C 76428 Z � o yEXP. 31I2016 /V T`OF CAL �� August 26,201 ® WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE KH -7473 rev. 10103n015 BEFORE USE Design valid for use only with M709 connectors. This design is based only upon parameters shown, and is for an individual building component, not �r a truss system. Before use, the building designer must vedfy the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckring 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/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 Chrus Heights, CA 95610 Job Truss Truss Type Qty PlyGustafson floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 R48260030 16087050 � C01 GABLE 2 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.01 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANUERSUN, CA v.0 w a rµn cv cv iv 11, -.y w - 1.. •.. , -I- , I D:Ug5byA5Fo6TrNJDZbVQvN6yosQa-rWXEwLbYnUGedUmaV50blTDIACQ WNH?Sgl?Vonyjz5l 1-4-0 14.6.0 29-M 30 1-0-0 14-0-0 14-6-0 1 �-0-4-0 3x6 = L AS AR AQ AP AO AN AM AL AK AJ Al AH AG AF AE AD. AC AB AA Z Y X 3x6 = n v Scale: 3/16"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 W n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.01 W n/r 120 plate 100 Ib joint(s) B, X, Y, Z, AA, BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 V n/a n/a EXP. 12/31/2016 m BCDL 10.0 Code IBC2012ITP12007 Matrix -SH Weight: 234 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G JOINTS 1 Brace at Jt(s): AT REACTIONS. All bearings 29-0-0. (lb) - Max Horz 6=252(1-C 6) Max Uplift All uplift 100 Ib or less atjoint(s) B, X, Y, Z, AA, AB, AC, AD, AE, AS, AR, AQ, AP, AO, AN, AL, AK, AJ, V Max Grav All reactions 250 Ib or less at joints) B, AH, X, Y, Z, AA, AB, AC, AD, AE, AF, AG, AS, AR, AQ, AP, AO, AN, AL, AK, Al, V except AJ=260(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. �e NOTES- (11) �C7� 1) Unbalanced roof live loads have been considered for this design. MiTek' 2) 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 7777 Greenback Lane Suite 109 grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ca— uvi„n.t cn o% Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Vertical gable studs spaced at 1-4-0 oc and horizontal gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide ESSIONq BCDL = I O.Opsf. �QF will fit between the bottom chord and any other members, with 9) A rating reduction of 20% has been applied for the green lumber members. .ONIO plate 100 Ib joint(s) B, X, Y, Z, AA, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at AP, AO, AN, AL, AK, AJ, V. lV AB, AC, AD, AE, AS, AR, AQ, 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. J C 76428 Z EXP. 12/31/2016 m OF August 26,201 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7479 rev. 10/03/2015 BEFORE USE �e Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �C7� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall indicated Is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building design. Bracing xevent of 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 Bunding Component 7777 Greenback Lane Suite 109 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ca— uvi„n.t cn o% Job Truss Truss Type Qty Ply Gustafson 5-0-0 2-2 6 3-11 6 5-10-4 Plate Offsets (X Y) [B:0-2-0.0-1-81, [H:0-2-0.0-1-81, KO -1-12.0-1-121, [L'0-11-12.0-1-121 R48260031 1608!050 i,. ' CO2 COMMON 13 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI(TPII Quality Criteria, DSB-89 and BCSI Building Component LOADING (psf) Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. SPACING- 2-0-0 CSI. Job Reference optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2015 MiTek Industries, Inc. Fn Aug 26 13:25: 1i 2016 rage i I D: U q 5byA5FD6TrN J DZbVQvN6yosOa-Ji5c7hcAYoO U FeL m3pvg rh ltSbcs6gjbvPk2 KDyjz5 k 5 10-0 7-5 7 12-0-0 14-0 0 17-0 0 21-0-9 23-1-12 29 0-0 5-10-0 1-7-3 4-6-9 2 6 0 2 6-0 4 6-9 1-7-3 5-10-0 14-0 r OI 4x4 = 2x4 11 3x8 - '4x8 = ' - 4x8 = 20 11 A ]V Scale = 1:60.2 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) 200.01b AC unit load placed on the top chord, 14-6-0 from left end, supported at two points, 4-0-0 apart. 4) All plates are 3x5 MT20 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, 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) B, H. �Qf �� ESSioNq 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.oNlo Q- C 76428 Of 0 EXP. 12/3:1/2016 C.1V1� oFCAUF��� August 26,201 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AUI-7473 rev. 10/03/2015 BEFORE USE. 5-10-0 i 9-9-10 12-0.0 17-M 19-2.6 23-1-12 5-10.4 3-11 2-2Fi 5-0-0 2-2 6 3-11 6 5-10-4 Plate Offsets (X Y) [B:0-2-0.0-1-81, [H:0-2-0.0-1-81, KO -1-12.0-1-121, [L'0-11-12.0-1-121 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 BCSI Building Component LOADING (psf) Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.23 J -K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.67 Vert(TL) -0.36 J -K >955 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.07 H n/a n/a BCDL 10.0 Code IBC2012IrP12007 Matrix -MSH Weight: 156 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins. BOT CHORD 2X4 OF No. 1&BV G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G JOINTS 1 Brace at Jt(s): 0 REACTIONS. (Ib/size) B=1340/0-5-8, H=1340/0-5-8 Max Horz B=-252(LC 6) Max Uplift 13=38(LC 8), H=38(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=1907/0, C -D=1532/20, D -E=270/9, E -F=270/0, F -G=1532/19, G -H=1907/0 BOT CHORD B -N=-46/1670, L -N=-46/1670, K -L=0/1271, J -K=0/1513, H -J=0/1513 WEBS D -L=6/414, F -K=6/414, D -O=-1065/99, F-0=1065/99, C -L=-488/217, G -K=-488/218 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) 200.01b AC unit load placed on the top chord, 14-6-0 from left end, supported at two points, 4-0-0 apart. 4) All plates are 3x5 MT20 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, 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) B, H. �Qf �� ESSioNq 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.oNlo Q- C 76428 Of 0 EXP. 12/3:1/2016 C.1V1� oFCAUF��� August 26,201 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AUI-7473 rev. 10/03/2015 BEFORE USE. �ee Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �pLy a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall f.Y` building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Citrus Hei his. CA 95610 Job Truss Truss TypeQty [A:0-3-8.Edge]fH*.O 2 0 0 1 81 fK 0 1 8 0 2 O1 fL 0-1-120-1-121 Gustafson a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe LOADING (psf) R48260032 1608,050 CO3 COMMON 5 �Ply 1 TC 0.33 Vert(LL) -0.24 J -K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.67 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA tt.010 s Apr zu zulb MiTek ex Inausmes, Inc. rn Aug co 13:25'20 cu i o rage r ID:Ug5byA5Fo6TrNJDZbVQvN6yosQa-out L1 doJ6WLsowycWQ3Nul11c7y6r6d83Ubtfyjz5j 5�-12 11-15 11-0 8 14-0 8 16 6 8 21-1-1 22-4 2858 29-10-8 51-12 1-7-3 4-0-9 2.6-0 2.6-0 4-0-9 1-7-3 5-10� 14-0 6 4x4 = THIS TRUSS DESIGNED FOR LIMITED ACr1FRq gTORAr;F I OAPI 90nsf ONLY ry L JRJ — JhJ — n 3x5 3x6 II 2x4 II 3x6 4x8 = 4x8 = 2x4 II )q Scale = 1:62.3 5-0 12 4-2 11-0 8 16.6-8 18-8-14 22.8-4 5-0-12 3-11 2-2�i 5-0-0 2-2-0 3-11-6 28-0 8 5-10-0 Plate Offsets (X.)D— [A:0-3-8.Edge]fH*.O 2 0 0 1 81 fK 0 1 8 0 2 O1 fL 0-1-120-1-121 a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe 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) -0.24 J -K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.67 Vert(TL) -0.35 J -K >965 180 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.06 H n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Weight: 156 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-11-11 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 JOINTS 1 Brace at Jt(s): 0 SLIDER Left 2x4 DF Stud/Std -G 1-11-0 REACTIONS. (Ib/size) A=1134/Mechanical, H=1229/0-5-8 Max Horz A=-244(LC 4) Max Uplift A=104(LC 8), H=137(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -C=1610/179, C -D=1323/196, F -G=-1334/200, G -H=1714/165 BOT CHORD A -N=201/1453, L -N=201/1453, K -L=17/1105, J -K=21/1354, H -J=21/1354 WEBS D -L=1/387, F -K=4/412, D-0=-947/208, F-0=-947/208, C -L=-439/220, G -K=-497/212 NOTES- (8) .1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--11 1 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) 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) except (jt=1b) of ESS(ONq A=104, H=137. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co...N100 44i C 76428 z J 0 EXP. 12/31/2016 m s� Cjvit �rFOF CALF August 26,201 ® WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE �ee Design vafd for use only with WOO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k' building design. Bracing prevent 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 Suite 109 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Gustafson 5-0-0 2-2-6 3-11-0 510-0 Plate Offsets (X Y)— WO -2-0.0-11-811, [G:0-2-0 0-1-81, J'0-1-8 0-2-0] [KO -1-8.0-2-01 R48260033 1608r050 1 COSA COMMON 1 1 DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 26 13:25:21 2016 Page 1 ID:Ug5byA5Fo6TrNJDZbVQvN6yosQa-G5DNYNeQ4PeCUyV9ADxlw6rDsPImaZ2uMjD9P6yjz5i 5-10 4 7-5-7 12-0-0 14�-0 17-0-0 21-9 23-1-12_, 29-0-0 30 4-0 , 5 10, 1-7 3 4�i 9 26-0 2E-0 4$-9 1-73 5-10-0 1 4-0 4x4 = Scale = 1:59.5 NOTES- (8) 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) All plates are 3x5 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) A plate rating reduction of 20e/k 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=111, G=138. �Of ESSIO/Vq 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ONIO C 76428 ' Of 0 EXP.123112016 r7 -sj C.IV1� �(� �TFOF CFALI August 26,201 AWARNING - VeH& design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/0312015 BEFORE USE 2x4 II 3x6 48 = 5-10-0 9-9-10 12-M 4x8 = 17.0-0 19-2F 2x4 II 23-1-12 29-0-0 r 510-0 3-11-6 2-2-6 5-0-0 2-2-6 3-11-0 510-0 Plate Offsets (X Y)— WO -2-0.0-11-811, [G:0-2-0 0-1-81, J'0-1-8 0-2-0] [KO -1-8.0-2-01 MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.23 K -M >999 240 MT20 220/195 - TCDL 10.0 Lumber DOL 1.15 BC 0.64 Vert(TL) -0.34 K -M >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.07 G n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 154 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc purlins. BOT CHORD 2X4 DF No.1&BV G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G JOINTS 1 Brace at Jt(s): N REACTIONS. (Ib/size) A=1159/0 -5-8,G=1241/0-5-8 Max Horz A=-245(LC 4) Max Uplift A=-111(LC 8), G=138(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=1738/166, B -C=1354/198, E -F=1354/198, F -G=1734/167 BOT CHORD A -M=193/1530, K -M=193/1530, J -K=-16/1122, I -J=-22/1370, G-1=22/1370 WEBS C -K=3/418, E -J=3/417, C -N=-958/207, E -N=958/207, B -K=-499/213, F -J=-494/212 NOTES- (8) 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) All plates are 3x5 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) A plate rating reduction of 20e/k 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=111, G=138. �Of ESSIO/Vq 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ONIO C 76428 ' Of 0 EXP.123112016 r7 -sj C.IV1� �(� �TFOF CFALI August 26,201 AWARNING - VeH& design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/0312015 BEFORE USE • Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 BCSI Building Component 7777 Greenback Lane Satety tntormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Gustafson I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 R48260034 1608-050 . D01 GABLE 1 1 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.01 1 n/r Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 26 13:25:22 2016 Page 1 ID:Ug5byA5Fo6TrNJDZbVQvN6yosQa-kHnlmje3rjm3654LkxSXTJNRApnTJ7g2bNzixYyjz5h 1 4-0 5-2-4 10-4$11.8-6 1-0-0 5-2-4 5-2-4 1 4 I 3x6 = LOADING (psf)SPACING- GRIP 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 I Ili 120 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.01 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 H n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH LUMBER- BRACING - TOP CHORD 2X4 DF No.1&BtrG TOP CHORD BOT CHORD 2X4 DF No.1&Btr G BOT CHORD OTHERS 2X4 DF Stud/Std G JOINTS REACTIONS. All bearings 10-4-8. (lb) - Max Horz 8=104(LC 6) Max Uplift All uplift 100 Ib or less at joints) B, H. K, O Max Grav All reactions 250 Ib or less at joints) B, H, M. J, K, L, P, 0, N FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:24.4 PLATES GRIP MT20 220/195 Weight 55 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): Q 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=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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Vertical gable studs spaced at 1-4-0 oc and horizontal gable studs spaced at 2-0-D oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, H, K, 0. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �pFESS10Nq ONIO 2m C 76428 0 EXP. 12/31/2016 c1m OF CAOF August 26,201 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE MI -7473 rev. 10/0312015 BEFORE USE ' Design valid for use only with MTekG connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall i•�s building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing 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/TP11 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 Heights, CA 95610 Job Truss Truss Type Qty Ply Gustafson TCDL 10.0 Lumber DOL 1.15 BC 0.33 BCLL 0.0 Rep Stress Incr NO R48260035 1608x050 ; D02 Common Girder 1 TOP CHORD 2X4 DF No. 1&Btr G BOT CHORD 2x8 DF SS So" Informa8on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WEBS 2X4 DF Stud/Std G Suite 109 Job Reference (optional) SYSTEMS PLUS LUMBER C0; ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 26 13:25:23 2016 Page 1 ID:Ug5byA5Fo6TrNJDZbVQvN6yosQa-CTL7z3fhcOuwjFeXlezm?Xwb2C252OUBg1 iFTyjz5g 2-9-9 5-24_7-6.15 _ 104-8 2-9-9 2 4-11 2-4-11 2-9-9 . A 45 11 4xB = duoca 2xB II 7x8 = 2x8 II v .4x8 JUS28 JUS28 JUS28 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 TCDL 10.0 Lumber DOL 1.15 BC 0.33 BCLL 0.0 Rep Stress Incr NO WB 0.78 BCDL 10.0 Code IBC2012lrP12007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No. 1&Btr G BOT CHORD 2x8 DF SS So" Informa8on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WEBS 2X4 DF Stud/Std G Suite 109 REACTIONS. (Ib/size) A=3317/0-5-8, E=3558/0-5-8 Max Horz A=83(LC 24) Max Uplift A=398(LC 8), E=-427(LC 9) la DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.03 G >999 240 MT20 220/195 Vert(TL) -0.08 G >999 180 Hori(TL) 0.03 E n/a n/a Scale = 1:25.0 Weight: 122 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. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-4743/577, B -C=3389/437, C -D=3390/439, D -E=4630/561 BOT CHORD A -H=-489/3933, G -H=-489/3933, F -G=-428/3842, E -F=-428/3842 WEBS C -G=-426/3527, D -G=1287/215, D -F=142/1333, B -G=-1400/229, B -H=159/1469 NOTES- (11) 1) 2 -ply truss to be connected together with 1 Od (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 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 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--l10mph (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) 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) except Qt --lb) A=398, E=427. 9) Use USP JUS28 nth 1 Od nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-4-4 from the left end to 9-4-4 to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 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: A -C=60, C -E=-60, A -E=-20 �OFESSIONq ONIO yF���, W _rp C 76428 EXP. 12/31/2016 m it . .4 SOF CAk' August 26,201 Co F e ® WARNING - Ved1y dealgn Parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 801-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MOek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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/TPII Quality Criteria, DSB-89 and BCSI BuOding Component 7777 Greenback Lane So" Informa8on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/0312018 BEFORE USE �e Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Job Truss a truss system. Before use, the building designer must verity the appfcobirity of design parameters and property incorporate this design into the overall Truss Type ■■�•i■Y ■■ Qty Ply Gustafson ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPil Quality Criteria, DSB-89 and BCSI Building Component TM Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 848260035 1608c050 - D02 Common Girder 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 26 13:25:23 2016 Page 2 ID:Ug5byA5Fo6TrNJDZbVQvN6yosOa-CTL7z3FncOuwjFeXlezm?Xwb2C2520UBg1 iFTyjz5g LOAD CASE(S) Standard Concentrated Loads (lb) Vert: F= -1209(B) G=1209(6) L-1209(6) M= -1209(B) N=1209(B) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/0312018 BEFORE USE �e Design valid for use only with M7ek® 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 appfcobirity of design parameters and property incorporate this design into the overall ■■�•i■Y ■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i�iTe k' is always required for stability and to'preveni 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 Criteria, DSB-89 and BCSI Building Component TM Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/0312018 BEFORE USE �e Design valid for use only with M7ek® 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 appfcobirity of design parameters and property incorporate this design into the overall ■■�•i■Y ■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i�iTe k' is always required for stability and to'preveni 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 Criteria, DSB-89 and BCSI Building Component TM Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type _ Qty Ply Gustafson in (loc) I/defl L/d PLATES GRIP R48260036 1608050 i; F01 Floor 7 1 >999 ` MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.52 Job Reference (optional) SYSTEMS PLUS LUMBER CO, 2-"� A X 4x6 = 4x8 = B ANDERSON, GA ts.uw s Apr zu zulo MI I eK Inoustnes, mc. r -n Aug co I o:ca:cv cu Io rdgd i ID:Ug5byA5Fo6TrNJDZbVQvN6yosOa-ggvVB09JNK1nLPDkrMU?YkTgicLNnsPK3hSpORyjz5f 0-1f 01111i- 4 Scale: 1/4"=1' 4x8 = 4x4 = 4x4 = 4x10 = 3x4 It 3x6 FP = 3x5 = C D E F G H I J K L M N W V U T S R Q P 0 i 4x8 = 3x8 FP = 4x10 = . 4x5 = 4x4 = 4x4 = 4x10 = Iv Plate Offsets (X,Y)- 16-7-10 12-1-4 [D:0-1-8,Edge],[E:0-1-8,Edge],[K:0-1-8,Edge],[L:0-1-8,0-0-01,[N:0-1-8,Edge),[0:Edge,0-1-8],[P:0-1-8,Edge],[Q:0-1-8,Edge],[U:0-1-8,0-0-0],[V:0-1-8 Edoel KEdoe 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0.15 V -W >999 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.52 Vert(TL) -0.32 O -P >449 240 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.05 0 n/a n/a BCDL 5.0 Code IBC20121TP12007 Matrix -SH Weight: 129 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G(flat) TOP CHORD BOT CHORD 2X4 DF No.1&Btr G(flat) WEBS 2X4 DF Stud/Std G(flat) BOT CHORD REACTIONS. (Ib/size) 0=503/0-3-15, X=795/0-3-15, R=1850/0-3-8 Max Grav 0=587(LC 4), X=826(LC 10), R=1850(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2372/0, C -D=-2372/0, D -E=-2551/0, E -F=1935/0, F -G=-1935/0, G -H=0/1665, H-1=0/1665, I -K=-1280/165, K -L=1280/165, L -M=-1280/165 BOT CHORD W -X=0/1486, V -W=0/2551, U -V=0/2551, S -U=0/2551, R -S=-188/710, Q -R=-689/574, P -Q=165/1280, O -P=0/983 WEBS H -R=292/0, B -X=1643/0, G -R=-2075/0, B -W=0/980, G -S=0/1447, C -W=-298/0, F -S=283/0, D -W=363/228, E -S=872/0, M-0=1087/0, I -R=1563/0, M -P=211/328, I -Q=0/1053, K -Q=-358/0 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 2x4 MT20 unless otherwise indicated. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q.pFESS1pNq� . F .ONIO C 76428 0 EXP. 12/31/2016 OF CA1.1Fv' August 26,201 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Affil -7473 rev. 10/03/1015 BEFORE USE. , Design valid for use only with M1ek® 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 a.�■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI7 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 Citrus Heights, CA 95610 Job Truss Truss Type - Qty Ply Gustafson PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 R48260037 160&-050 F02 Floor 5 1 BC 0.48 Vert(TL) -0.22 J -K >831 240 BCLL 0.0 Rep Stress Incr Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 2-6-0 d.uiu S Apr to tvto mr i ex rnuubareb, mu. ri q co I J...... GU 1- ray. p�� ID:UgSbyA5Fo6TrNJDZbVQvN6yosQa-ggvVBOgJNKtnLPDkrMU7YkTkWcM3nw8K3hSpORyjz5f 141-14 —� r—t Scale = 1:25.3 2x4 II 3xB = 2x4 II 3x4 = 3x4 = 2x4 II 4x8 = 2x4 II 1 A B C D E - F G H 41 ry M L K J 3x6 = 4x8 = 2x4 II 2x4 II. 4x8 = 3x6 LOADING (psf). SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) -0.13 J -K >999 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.48 Vert(TL) -0.22 J -K >831 240 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.04 1 n/a n/a BCDL 5.0 Code IBC2012rrP12007 Matrix -SH Weight 71 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.1&Btr G(flat) except end verticals. WEBS 2X4 DF Stud/Std G(flat) BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. REACTIONS. (Ib/size) I-827/0-3-15, N-827/0 1-15 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sho•Nn. TOP CHORD B -C=-2346/0, C -D=2346/0, D -E=-2567/0, E -F=-2372/0, F -G=2372/0 BOT CHORD M -N=0/1491, L -M=0/2567, K -L=0/2567, J -K=0/2567, I -J=0/1488 WEBS G-1=1645/0, B -N=-1649/0, G -J=0/978, B -M=0/946, F -J=-277/0, E -J=-413/102, D -M=452/72 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) N. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to eacil truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. I /pFESS1pNq COQ �.ONIO. lF2 U C 76428 0 EXP. 12/31/2016 lF IVI August 26,201 ® WARNING - Verily 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 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 building design. Bracing indicated is to buckf ng of Individual truss web and/or chord members any. Additional temporary and permanent bracing ■■�.YY WOW W prevent 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/TP11 Quality Crtterla, DSB-89 and BCSI Building Component 7777 Greenback Lane Suite 109 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandric, VA 22314. Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply Gustafson PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 848260038 160&050 i F03 Floor 6 1 BC 0.78 Vert(TL) -0.35 I -J >505 240 Suite 109 BCLL 0.0 Rep Stress Ivor Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 2.6-0 2x4 I I 4x8 = A B l ts.uiu s Apr zu zVlb MI lex Inauslnes, Inc. t -n Aug Lo 1.f:za:zo Lulo rage i I D:Ug5byA5Fo6TrNJDZbVQvN6yosOa-8sTtOkhx8e9ezZowP3OE4y?gXOdf WMgUHLBMYtyiz5e 1-10-7 2x4 II 3x4 = 2x4 II C D E L K J I 3x6 4x5 = 2x4 II 4x8 = Scale = 1:25.1 4x8 = 2x4 II F G 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.23 I -J >774 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.78 Vert(TL) -0.35 I -J >505 240 Suite 109 BCLL 0.0 Rep Stress Ivor YES WB 0.54 Horz(TL) 0.04 H . n/a n/a BCDL 5.0 Code IBC2012ITP12007 Matrix -SH Weight: 66 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.1 &Btr G(flat) except end verticals. WEBS 2X4 DF Stud/Std G(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) H=818/0-3-15, L=818/0-1-15 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=2416/0, C -D=2416/0, D -E=2355/0, E -F=2355/0 BOT CHORD K -L=0/1475, J -K=0/2416, I -J=0/2416, H-1=0/1469 WEBS F-1-1=1624/0, B -L=-1631/0, F-1=0/979, B -K=0/1069, E-1=329/0, C -K=-324/0, D-1=430/194 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) L. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131•• X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �pFESS10Nq '6 lF C 76428 0 EXP. 12/31/2016 rn �rFOF CAUF�\_ August 26,201 ® WARNING - Verfry design parameter: and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE �e Design valid for use only with MITea connectors. This design is based only upon parameters shown, and is for an individual building component, not �p�• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall -•Y building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �k, . MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IYIT fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPIl 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 Citrus Hei his CA 95610 Job Truss Truss Type Qty Pry Gustafson (loc) I/defl Ud PLATES GRIP TCLL 40.0 R48260039 1608.050 F04 Floor 1 1 >999 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 Job Reference (optional) SYSTEMS PLUS LUMBER CO, 2--I A 4 3x6 = B ANUER5UN, GA p,�.p I'--1 1-4-11 4x4 = 4x4 = 4x10 = C D E F G a.UlU s flpr cu to 10 tvn t ex mau51nes, mu. rn muy co i o.cu.co cv i o rayc r ID: Ug5byA5Fo6TrNJDZbVQvN6yosOa-8sTtOkhx8e9ezZowP3OE4y?sfOj9WKrUHLBMYtyjz5e 0FZA , 24-3 4x4 = 3x4 II 4x10 = 3x6 FP = H I J K L Scale: 114"=1' 3x5 = M N O �y Z Y x W V U T S R Q P 4x5 = 3x8 = 3x6 FP = 4x10 = 4x6 = 3x8 = 4x5 = 4x10 = Plate Offsets (X,Y)- [13:0-1-8,Edge), [E:0-1-8, Edge], [K:0-1-8, Edge], [L:0-1-8,Edge), [0:0-1-8,Edge), [P:Edge,0-1-8], [R:0-1-8,0-0-0], [S:0-1-8,Edge], [W:0-1-8,0-0-0], [X:0-1-8 Ednel IZ'Edoe 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.11 X -Y >999 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(TL) -0.18 Y -Z >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.66 HOrz(TL) 0.03 P n/a n/a BCDL . 5.0 Code IBC2012/TP12007 Matrix -SH LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G(flat) TOP CHORD BOT CHORD 2X4 DF No. 1&Btr G(flat) WEBS 2X4 DF Stud/Std G(flat) BOT CHORD REACTIONS. (Ib/size) P=571/0 -3 -15.Z=673/0 -3-15,T=1904/0-3-8 Max Grav P=645(LC 4), Z=719(LC 3), T=1904(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=1920/0, C -D=1920/0, D -E=1855/0, E -F=1458/75, F -G=1458/75, G -H=0/1860, H-1=0/1860, I -K=1379/256, K -L=1379/256, L -M=-1612/0, M -N=1612/0 BOT CHORD Y -Z=0/1259, X -Y=0/1855, W -X=0/1855, U -W=0/1855, T -U=520/387, S -T=760/448, R -S=-256/1379, Q -R=256/1379, P-0=0/1 105 WEBS H -T=284/0, B -Z=1392/0, G -T=1952/0, B -Y=0!731, G -U=0/1299, C -Y=286/0, D -Y=77/421, E -U=702/0, N -P=1222/0, I -T=1795/0, N -Q=35/561, I -S=0/1234, M -Q=-300/0, K -S=-349/0, L -Q=0/625 Weight: 133 Ib FT = 20%F, 11 %E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 2x4 MT20 unless otherwise indicated. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pFESS/ONq� ON IO yF� �c2 C 76428 , *\_ A KV* CIVI\- TES August 26,201 ® WARNING - V.Hfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 rev. 10/03/2015 BEFORE USE ' Design valid for use only with M7ekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■'Y■ , building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IViiTek' 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 Ouanty Criteria, DSS -89 and BCSI Buflding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type - Qty Ply Gustafson I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.27 R48260040 160&050 F05 FLOOR GIRDER 1 1 Lumber DOL 1.00 BC 0.18 Vert(TL) -0.03 E >999 Job Reference (optional) SYSTEMS PLUS LUMBER GO, ANDERSON, GA - 8.010 s Apr 20 2016 MITek Industries, Inc. Fn Aug 26 13:25:Z6 2016 Page 1 ID:Ug5byA5Fo6TrNJDZbVQvN6yosOa-c20Gb4hZvxHVajN6znXTd9Y47Q78Fr4dW7xw4Jyjz5d 2-3-14 2x8 11 6x8 = 2x8 11 Scale = 1:10.8 A G e H C F LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.27 Vert(LL) -0.02 E >999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.18 Vert(TL) -0.03 E >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.01 D n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix -SH LUMBER- I I I BRACING - 5x6 11 PLATES GRIP MT20 220/195 Id Weight: 37 Ib FT = 20%F, 11 %E TOP CHORD 2X4 DF No.1&BtrG(flat) TOP,CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins, BOT CHORD 2X4 DF No.1&BtrG(flat) except end verticals. WEBS 2X4 OF Stud/Std G(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) F=859/Mechanical, D=786/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD E -F=0/1450, D -E=0/1450 WEBS B -F=1586/0, B -D=1586/0 NOTES- (6) 1) A plate rating reduction of 20% has been applied for the green lumber members. ' 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced. at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 553 Ib down at 1-10-3, and 553 Ib down at 2-10-3 on top chord. The design/selection of such connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard ` 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: D -F=10, A -C=100 Concentrated Loads (lb) Vert: G= -553(F) 1-1=553(F) ()FESSIONq eONlO tiF F2c/ C 76428 � o ary EXP. 12/31/2016 m \F F August 26,201 ®WARNING • VeMy design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. f 0/03x1015 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Qualify 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 Heights, CA 95610 Job Truss Truss Type - Qty Ply Gustafson PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 R48260041 1608,050 F07 Floor 2 1 BC 0.51 Vert(TL) -0.35 F -G >338 240 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BCLL 0.0 Rep Stress Incr Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 2-6-0 2X4. i A Sulu s Apr ZU ZU16 MI I ex Indusines, Inc. hn AUg Zb 13:"Zb:Zb ZU1 b rage 1 ID:Ug5byA5Fo6TrNJDZbVQvN6yosOa-c2OGb4hZvxHVajN6znXTd9Y1jQ24FtldW?xw4Jyjz5d 1-10-0 Scale = 1:18.0 3x4 = 2x4 II B C 3x4 = D 2.4 I I E 3x5 = 3x4 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.16 F -G >727 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00. BC 0.51 Vert(TL) -0.35 F -G >338 240 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 F n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix -SH Weight: 44 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc'pudins, BOT CHORD 2X4 DF No.1 &BV G(flat) I except end verticals. WEBS 2X4 DF Stud/Std G(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) F=535/Mechanical, 1=535/0-3-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=1012/0, C -D=-1012/0 t BOT CHORD 1-14=0/1012, G -H=0/1012, F -G=0/872 WEBS D -F=965/0, B-1=1114/0, D -G=0/302 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co, .r �OFESS/Q/V `cOQ. �ONIO l�2 C 76428 0 any EXP. 12/31/2016 .0 CA1 August 26,201 ®WARNING - VeHry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 10/03/2015 BEFORE USE -- Design valid for use only with Mffek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall , building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A pITe �• 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/TPI11 Quality Criteria, DSB-89 and BCSI Bundling Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus He! hts CA 95610 Job Truss Truss Type Qty Ply Gustafson PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.25 R48260042 1606050 F08 Floor 3 1 BC 0.42 Vert(TL) -0.17 H-1 >926 240 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BCLL 0.0 Rep Stress Incr Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA a.uIU s Apr eU eu ro rwr i ex maubures, mc. nr mug cu i o.[a.ef -u, ray= r I D: Ug5byA5 Fo6TrNJ DZbVQ vN6yosQa-4FaepQ iBg F PM Cry IXU2 i9 N 5GBq Pe_IcnlfgTcmyjz5c 2-"0.�� , 2-2-7 Scale = 1:22.4 2x4 11 A G'1 L 3x6 = 3x6 = B 2x4 11 2x4 11 C D3x4 = E 3x6 = F 2x4 11 G 3x5 = 2.4 II 3x8 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.25 Vert(LL) -0.09 I -J >999 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(TL) -0.17 H-1 >926 240 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 H n/a n/a BCDL 5.0 Code IBC2012ITP12007 Matrix -SH Weight 62 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.1&BV G(flat) except end verticals. WEBS 2X4 DF Stud/Std G(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) H=733/Mechanical, L=733/0-3-15 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=1976/0, C -D=1976/0, D -E=1971/0, E -F=1971/0 BOT CHORD K -L=0/1295, J -K=0/1976, I -J=0/1976, H-1=0/1291 WEBS F -H=1427/0, B -L=1432/0, F-1=0/752, B -K=0/759, E -I=-271/0, D-1=273/219 NOTES- (5) ' 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. . Pf ESS/ONq ..O NIO y�/P �cti C 76428 0 EXP. 12/31/2016 m. OF CAO August 26,201 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE • Design valid for use only with MffekO 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 ■■�•YY building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing f�iiTe 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 ANSIOP11 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Gustafson (loc) I/defl Ud TCLL 40.0 Plate Grip DOL R48260043 1608,050 .. F08A FLOOR GIRDER 1 1 360 TCDL 10.0 Lumber DOL 1.00 BC 0.36 Vert(TL) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 2-" 0-6-13 , tum s Apr ZU Zulb mi leK Inaustnes, Inc. 'rn Aug Zb 13:Za:Z1 ZUIb rage 1 ID:Ug5byA5Fo6TrNJDZbVQvN6yosQa-4FaepQiBgFPMCty IXU2i9N5HegQe_CgnlfgTcmyjz5c 1-9-2 Scale = 1:22.8 7x8 = 6x6 II 6x6 = 2x8 I 5x10 = 2x8 II B C D E F G 8x12 = 2x8 11 5x10 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) -0.09 K >999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.36 Vert(TL) -0.16 K >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.03 H n/a n/a BCDL 5.0 Code IBC2012ITP12007 Matrix -SH LUMBER- BRACING - TOP CHORD 2X4 DF No.1&BtrG(flat) TOP CHORD BOT CHORD 2X4 DF No.1 &BtrG(flat) WEBS 2X4 DF Stud/Std G(flat) BOT CHORD REACTIONS. (Ib/size) M=1373/Mechanical, H=950/0-3-15 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3732/0, C -D=3674/0, D -E=2930/0, E -F=-2930/0 BOT CHORD L -M=0/2876, K -L=0/3697, J -K=0/3697, I -J=0/1520, H-1=0/1520 WEBS C -L=1037/0, B -M=3123/0, B -L=0/1359, D -J=829/0, F -J=0/1525, F -H=1754/0 2x8 11 5x6 11 PLATES GRIP MT20 220/195 Weight 101 Ib FT = 20%F, 11 %E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) A plate rating reduction of 20% has been applied for the green lumber members. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 857 Ib down at 3-5-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: H -M=10, A -G=100 Concentrated Loads (lb) Vert: C=857(F) �pFESSIOJ IV41 �ONIO. 'L mac,, P� yF� c2 Q! � C 76428 0 M EXP. 12/31!2016 OF 11. August 26,201 ®WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE , Design valid for use only with Mlea connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, thebuilding 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 ivy 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/TPil 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 22514. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Gustafson (loc) I/deft Ud TCLL 20.0 Plate Grip DOL R48260044 1608rO50 H01 Diagonal Hip Girder 2 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) Job Reference (optional) SYSTEMS PLUS LUMBER GO, ANUER51UN, UA rn N 0 A 2-4-0 B 3x5 = 23-1 23-1 O.V IV bHpl LUCV I UMI I WK IIIUU-11—, uw. r nnuycu ayv. I D: Ug5byA5Fo6TrNJDZbVQvN6yosQa-ZR800mjpRZXDgOXV4CZxiadQfDg6jrtwzJQ09Cyjz5b 11-7-2 941-0 Scale = 1:27.6 G 2.57 12 NAILED F Id M E NAILED . D ( o_ L US N C H LOADING (psf)SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.00 H >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.01 H >999 180 BCLL 0.0 ` Rep Stress [nor NO WB 0.00 Horz(TL) -0.00 G n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No.1&BtrG BOT CHORD 2X4 DF No.1&BtrG PLATES GRIP MT20 220/195 Weight: 22 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-12 except (jt=length) G=Mechanical, B=0-10-9. (lb) - Max Horz B=117(LC 4) Max Uplift All uplift 100 Ib or less atjoint(s) G, C, D. E, F except 13=132(1_C 4) Max Grav All reactions 250 Ib or less atjoint(s) G, C, D, E, F except B=303(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (13) 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) 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 studs spaced at 1-4-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 at joint(s) C, D, E, F. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) G, C. D, E. F except (jt=1b) B=132. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D, E, F. 11) "NAILED" indicates 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 (p[f) Vert: A -G=60, H -I=-20 Q�pFESS10,V4 . . =��o ONiO C 76428 - EXP. 12/31/2016 T9p CIVIk- \FOF CAI.' August 26,201 ® WARNING. vert& design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE ' Design valid for use only with M7ek® 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 ■�Y■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 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 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Pty Gustafson 2-9-15 MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the LOADING (psf) R48260045 1608,050 H02 Comer Rafter 2 1 (loc) I/defl Ud TCLL 20.0 Plate Grip DOL Job Reference (optional) SYSTEMS PLUS LUMBER GU, ANUtKSUN, UA B NAILED C o.0 i u s /fpr to cv i o rvu i eK rnuusures, nrc. r rsug cv r a— cv r v ray. i ID:Ug5byA5Fo6TrNJDZbVQvN6yosQa-1 diOE6kSCsf4RA6hev4AFoAX1dA]S174Cz9aheyjz5a 16-10-14 16-10-14 2.12 12 NAILED D NAILED E. LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD BOT CHORD REACTIONS. All bearings 0-2-2 except Qt=length) G=Mechanical, B=0-7-12. (lb) - Max Horz B=118(LC 4) Max Uplift All uplift 100 Ib or less atjoint(s) G, C, D, E, F except B=-224(LC 4) Max Grav All reactions 250 Ib or less at joint(s) G, C, D, E. F except B=399(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:28.0 NAILED F PLATES GRIP Weight: 23 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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) 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 at joint(s) C, D, E, F. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, C, D. E, F except Qt=lb) B=224. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B, C, D, E, F. 9) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"11:3.25") toe -nails. For more details refer to MiTek's ST-TOENAILDetail. 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: A -G=60 G �pFEssloN e..�ON10 J G 76428 0 EXP. 12/31/2016,!n \OF CAS August 26,201 . ® WARNING - Van& design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE 2-11-3 0-3-14 2-5-8 2-9-15 2-9-15 MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.02 B -C >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(TL) 0.02 B -C >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 G n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD BOT CHORD REACTIONS. All bearings 0-2-2 except Qt=length) G=Mechanical, B=0-7-12. (lb) - Max Horz B=118(LC 4) Max Uplift All uplift 100 Ib or less atjoint(s) G, C, D, E, F except B=-224(LC 4) Max Grav All reactions 250 Ib or less at joint(s) G, C, D, E. F except B=399(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:28.0 NAILED F PLATES GRIP Weight: 23 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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) 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 at joint(s) C, D, E, F. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, C, D. E, F except Qt=lb) B=224. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B, C, D, E, F. 9) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"11:3.25") toe -nails. For more details refer to MiTek's ST-TOENAILDetail. 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: A -G=60 G �pFEssloN e..�ON10 J G 76428 0 EXP. 12/31/2016,!n \OF CAS August 26,201 . ® WARNING - Van& design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE , Design valid for use only with AN1ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply Gustafson I/defi Ud Plate Grip DOL 1.15 TC 0.17 R48260046 1608.050 J01 Jack -Open 2 1 1.15 BC 0.02 Vert(TL) -0.00 G >999 Job Reference (optional) SYSTEMS PLUS LUMBER UU, ANULKSUN, GA . O.0 I a ryn — cv Iv rvu , en muuau,ca, u,'. — ..uy w ­, oy� ID:Ug5byA5Fo6TrNJDZbVQvN6yosOa-ldiOE6kSCsf4RA6hev4AFoAdxdAMS174Cz9aheyjz5a -2-0-0 2-0-0 3-34i 2-0-0 2-0-0 1-3.4 1 d A LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 D Scale = 1:10.5 I SPACING- 2-0-0 CSI. DEFL, in (loc) I/defi Ud Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 G >999 240 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 G >999 180 Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 D n/a n/a Code IBC2012/TPI2007 Matrix -MSH PLATES GRIP MT20 220/195 Weight: 10 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &BtrG TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) C=54/Mechanical, B=270/0-5-8, D=28/Mechanical Max Hoa B=55(LC 4) Max Uplift C=24(LC 8), B=127(LC 4) Max Grav C=54(LC 1), B=270(LC 1), D=39(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' NOTES- (7) 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) This truss has been designed fora 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 200A 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) C except (jt --Ib) B=127. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pFE$SIONONIO q\ J C 76428 0 EXP. 12/31/2016 m August 26,201 ® WARNING - Vert& 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 Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from T.,uss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Pry Gustafson DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 R48260047 1608-050 J02 Jack -Open 2 1 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Vert(TL) -0.00 1 >999 180 Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 26 13:25:30 2016 Page 1 ID:Ug5byA5Fo6TrNJDZbVQvN6yosOa-VgGmRSl4yAnx3KhtCcbPn?jnhl WOBINDRdv7D4yjz5Z -2-M 2-0-0 6-6-7 2-0-0 2-M 4-6-7 3.00 12 3x4 = Scale = 1:17.0 I9 2-0-0 2.0-0 , LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 IVi iTek` Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Vert(TL) -0.00 1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 E n/a n/a BCDL 10.0 Code IBC2012lrP12007 Matrix -MSH Weight: 15 Ib FT = 20% LUMBER- EIRACING- TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&BV G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except at --length) B=0-5-8, C=0-1-8, D=0-1-8. (lb) - Max Horz B=85(LC 4) Max Uplift All uplift 100 Ib or less atjoint(s) E, F, C. D except 81=120(LC 4) Max Grav All reactions 250 Ib or less at joint(s) E, F, C, D except B=273(LC 1) 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) 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 at joint(s) C, D. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, F, C, D except at --lb) B=120. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�OFESS/O/v ON U C 76428 Of 0 r EXP. 12/31/2016 CIVI\- OF CAU August 26,201 ® WARNING - VerHy dwign parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MVI -7473 rev. 10/03/2015 BEFORE USE , Design valid for use only with MlekG 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 ■■�•YY building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVi 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/TP11 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 Hei hts CA 95610 Job Truss Truss Type Qty Ply Gustafson LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in R48260048 1608,D50 J03 Jack -Open 2 1 Vert(LL) -0.00 J ' >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional) SYSTEMS PLUS LUMBER GO, ANDERSON, GA -2-0-0 2-0.0 2-0-0 2- B A 3x4 = G o.ulu brim ZuGula rvrr I— I[ Iuubu ic..uw. n i nuy cv i a.a vrv,oec ID:Ug5byA5Fo6TrNJDZbVOvN6yosOa-VgGmRS]4yAnx3KhtCcbPn7jnhl WOBINDRdv7D4yjz5Z 9-10-7 7-10-7 Scale = 1:23.6 3.00 12 p C E F REACTIONS. All bearings 0-1-8 except Qt=length) B=0.5-8, G=Mechanical. (lb) - Max Horz B=115(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) G, C. D, E except B=-112(LC 4) Max Grav All reactions 250 Ib or less at joint(s) G, C, D, E except B=273(LC 1) , FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; VuIr110mph (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 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 at joint(s) C, D. E. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, C. D, E except (jt --lb) B=112. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D, E: 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. pFESSIONq� Q- =��0 ONIO 6 C 76428 / z 0 EXP. 12/31/2016 rn ttI , i �t rFoF August 26,201 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 mv. 10/03/2015 BEFORE USE 2-0-0 , Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 J ' >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.00 J >999 160 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 E n/a n/a BCDL 10.0 Code IBC2012lrP12007 Matrix -MSH Weight 19 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2X4 DF No.1&BV G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except Qt=length) B=0.5-8, G=Mechanical. (lb) - Max Horz B=115(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) G, C. D, E except B=-112(LC 4) Max Grav All reactions 250 Ib or less at joint(s) G, C, D, E except B=273(LC 1) , FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; VuIr110mph (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 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 at joint(s) C, D. E. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, C. D, E except (jt --lb) B=112. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D, E: 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. pFESSIONq� Q- =��0 ONIO 6 C 76428 / z 0 EXP. 12/31/2016 rn ttI , i �t rFoF August 26,201 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 mv. 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 properly incorporate this design Into the overall ■■�.YY■ building design. Bracing indicated is to prevent buckling of indviduol 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 fabricaiion, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Qualify Criteria, DSB-89 and BCSI Buildng 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 95610 r Job Truss Truss Type Qty Ply Gustafson I/deft Ud PLATES GRIP TCLL , 20.0 Plate Grip DOL 1.15 848260049 1608,050 J07 Jack -Open 2 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANUEHSUN, GA o.ulu s mpr zu cult)mi i ex inausines, mc. rn mu9 zo r o.za:o i zv r o rdye i 2-" 1-11-12 Scale = 1:7.7 c•� rn d 4 A 3x4 = • - 1-11-12 2 1-11-12 Plate Offsets (X Y)— (B:0-1-12 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL , 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 E >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) , -0.00 D n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 8 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=260/0-5-8, D=-O/Mechanical, C=18/Mechanical Max Hoa B=43(LC 4) Max Uplift B=127(LC 4), C=-4(LC 8) Max Grav B=260(LC 1), D=22(LC 3), C=18(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 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) 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) C except QtAb) B=127. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. r �OFESS1pNq yF0 F2c/ C 76428 Of 0 * : EXP.1231/2016 •OT CIVIL �rFOFCM. August 26,201 WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE W-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 an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall i•� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi 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/TPil Quality Crtterla, 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 Citrus Hei hts. CA 95610 r Job Truss Truss Type ally Ply Gustafson I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 R48260050 1608.050 JOB Jack -Open 2 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA a.ulu s /kpr zu Zino ml t eK Industries, Inc. rn mug zo r a:ca.a i cu io raya I D: U q 5byA5Fo6TrN J DZbVQvN 6yosQ a-zOg9folijU vnh U G4 mK7eKD FyRRsQwCdM g Heh mXyjz5Y 2-0-0 2-0-0 3-10-15 2.0.0 2-0-0 1-10.15 Scale = 1:11.7 1 A 3x4 = D LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 G >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IBC2012lrP12007 Matrix -MSH Weight 11 Ib FT = 20% LUMBER - TOP CHORD 2X4 DF NO.l&Btr G BOT CHORD 2X4 DF No.1&Btr G REACTIONS. (Ib/size) C=70/Mechanical, B=273/0-5-8, D=48/Mechanical Max Horz B=61 (LC 4) Max Uplift C=32(LC 8), B=-126(LC 4), D=-9(LC 8) FORCES. (lb) -Max. Comp.Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD , Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 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) 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) C, D except (jt=lb) B=126. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pf ESSIONq\ ONIO y Fc J C 76428 0 * EXP. S 31/2016 C.I V 1lL. OF CALF August 26,201 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. f 0/03/201 S BEFORE USE Design valid for use only with Mil ek® connectors. This design is based only upon parameters shown, and is for an individual building component, 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 pp 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/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 72314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Pry Gustafson 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 B - 848260051 1608.050 J09 Jack -Open 2. 1 7777 Greenback Lane 2-0-0 2.0.0 LOADING (psf) SPACING- .2-0-0 CSI. Job Reference (optional) SYSTEMS PLUS LUMBEK CU, ANUtKJUN, GA o w a rw. ... -..y — ,...�............... -I- . ID:Ug5byA5Fo6TrNJDZbVQvN6yosQa-RCOXs8mKUn1 elegGJ1 etsQo7BrCUfftWuxOElzyjz5X 2-0-0 2-0-0 5-11-12 2-0-0 2-" 3-11-12 Scale: 3/4"=I' ' 0N10 J C 76428 0 EXP. 12/3112016 m August 26,201 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 591-7473 rev. 10/03/2015 BEFORE USE D • 1g , 3.00 12 C 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 B - o, M iTek ' d .. A fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPlt Quality Criteria, DSB-89 and BCSI Building Component 3x4 = E 7777 Greenback Lane 2-0-0 2.0.0 LOADING (psf) SPACING- .2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.00 H >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D - n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2X4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except at --length) B=0-5-8, C=0-1-8. (lb) - Max Horz B=80(LC 4) Max Uplift All uplift 100 Ib or less atjoint(s) D, E, C except B=-121(LC 4) Max Grav All reactions 250 Ib or less atjoint(s) D, E, C except B=271(LC 1) 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. 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) 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 at joint(s) C. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, E, C except at --lb) 13=121. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q.OFESSIONq� 0N10 J C 76428 0 EXP. 12/3112016 m August 26,201 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 591-7473 rev. 10/03/2015 BEFORE USE • Design voild for use only with Mlek® connectors. This design is based only upon parameters shown, and is for an Individual buildingcomponent, 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 o, 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/rPlt 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 Citrus Hei hts CA 95610 Job Truss Truss Type Oty Ply Gustafson floc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 848260052 1608.050 J10 Jack -Open 2 1 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.00 1 >999 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA a.0 iu s MPI cu cu ro rwr r crc muumi ica, nw, rn nuy cv . a.�.,..,� �.. �., aye ID:Ug5byA5Fo6TrNJDZbVOvN6yosOa-RCOXsBmKUntelegGJ1ets0o7BrC6tft .OElzyjz5X 2.0.0 2-0-0 7-11-12 2-0-0 2-0-0 5-11-12 d A Scale = 1:19.8 E LOADING (psf) SPACING- 2-0-0 CSI. - DEFL. in floc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 1 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.00 1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 E n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -MSH LUMBER- BRACING - PLATES GRIP MT20 220/195 Weight: 17 Ib FT = 20% TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except (jt --length) B=0-5-8, C=0-1-8, D=0-1,8. (lb) - Max Horz B=99(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) E, F. C, D except B=-116(LC 4) Max Grav All reactions 250 Ib or less at joint(s) E, F. C. D except B=2711 (LC 1) 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) 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 at joint(s) C, D. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, F, C, D except (jt --lb) B=116. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 1 ESSIONq� F ONIO C 76428 0 EXP. 12/31/2016 cjv OF CN -W August 26,201 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. , Design valid for use only with MlekQ 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 truss web and/or chord members only. Additional temporary and permanent bracing building design. Bracing indicated is to prevent buckling of IndividualIYlO e' k' - Welk' 1 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 Suite 109 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Citrus Hei hts. CA 95610 Job Truss Truss Type Qty Ply Gustafson PLATES GRIP TCLL 20.0 + . TC 0.17 Vert(LL) -0.00 J >999 240 R48260053 1608,050 J11 Jack -Open 2 1 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 E n/a n/a BCDL 10.0 Job Reference (optional) SYSTEMS PLUS LUMBER GO, ANDERSON, GA d.ulu s Hpr zu zulo ml i eK mausmes, mc. r -n Hug co t s:ca:aa cyto rage t I D:Ug5byA5Fo6TrNJDZbVQvN6yosQa-vOxv3TnyF59VwoPStl96PeLIxEYjO67f/b7ngPyjz5 W -2-0.02 0 0 9-10-15 2-0-0 7-10-15 Scale = 1:23.7 F 3.00 12 E - - D C i O A , 3x4 = G 2-0-0 I� N LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 J >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.00 J >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 E n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -MSH Citrus Hei his CA 95610 Weight 19 Ib FT = 20% • LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2X4 OF No.1&BV G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except (jt=length) B=0-5-8, G=Mechanical. (lb) - Max Horz B=115(LC 4) Max Uplift All uplift 100 Ib or less at joints) G, C, D, E except B=112(LC 4) Max Grav All reactions 250 Ib or less atjoint(s) G, C. D, E except B=273(LC 1) 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=6.0psf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; endosed; 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 20.0psf 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, D, E. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, C, D. E except OH- b) B=112. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. E. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ' �OfESS10Nq CoQ OHIO.y�Fti: C 76428 z J 0 EXP. 12/31/2016 m �TFOF CAU August 26,201 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE • Design valid for use any with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall ii�•��` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord memoers only. Additional temporary and permanent bracing iVi 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/TPII Cluality 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 Citrus Hei his CA 95610 Job Truss Truss Type Qty Ply Gustafson �I a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall • d I A' 848260054 1608-050 M01 Half Hip Girder 1 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quaf8y Crlteflo, DSB-89 and BCSI Building Component 4x4 = Special 1.2.7 6A_0 1-2-7 5-1-9 Plate Offsets (X,Y)— [B:0-2-0.Edge, Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA B.UtU s Apr ZO ZUlb MITek Industnes, Ina Fn Aug Z6 13:25:33 ZU16 rage 1 I D:Ug5byA5Fo6TrNJDZbVQvN6yosOa-vOxv3TnyF59VwoPSt196PeLJMEUS067f7b7ngPyjz5W -1-2-61-2-7 6-4-0 1.26 1-2-7 5-1-9 Scale = 1:14.1 5.00 12 C SUPPORT Design valid for use any with MTek0 connectors. This design is based only upon parameters shown, and is for on individual building component, not o B �I a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall al d I A' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing G H D Special Special NAILED NAILED fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quaf8y Crlteflo, DSB-89 and BCSI Building Component 4x4 = Special 1.2.7 6A_0 1-2-7 5-1-9 Plate Offsets (X,Y)— [B:0-2-0.Edge, LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.04 D -F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(TL) -0.11 D -F >698 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight 17 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Bfr 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. REACTIONS. (Ib/size) B=509/0-5-8, D=155/Mechanical Max Horz B=34(LC 23) Max Uplift B=146(LC 4), D=-9(LC 9) Max Grav B=509(LC 1), D=168(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (10) 1) 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 ' 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) D except (jt --Ib) B=146. 7) "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. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 Ib down and 36 Ib up at 1-2-7, 53 Ib down and 24 Ib up at 2-0-12, and 273 Ib down and 120 Ib up at 4-0-12, and 273 lb down and 112 Ib up at 6-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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. ��O P�(,ONIO LOAD CASE(S) StandardVON 1 Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 ) C-) C 76428 Uniform Uniform Loads (plf) Vert: A -E=60, C -E=20, B -D=20 ary. EXP. 12/31/2016 rn Concentrated Loads (lb) Vert: C=-325(8) E=31 G= -8(B) H=36(B) CIV11. �\P. TFOF.CM_ 0� August 26,201 ®WARNING - VerHy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M71.747J rev. 1010312015 BEFORE USE Design valid for use any with MTek0 connectors. This design is based only upon parameters shown, and is for on individual building component, not �I 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 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 Quaf8y Crlteflo, 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty PlyGustafson in (loc) I/defi Ud TCLL 20.0 Plate Grip DOL R48260055 1608.050 M02 Roof Special 2 1 240 TCDL 10.0 Lumber DOL 1.15 BC ' 0.14 Vert(TL) Job Reference (optional) SYSTEMS PLUS LUMULK GU, ANUtKbUN, GA �.� yi civ cv �� , ���, �. • �� .• 1 �- ,�.-- __ •_ . _�- . ID:Ug5byA5Fo6Tr4l ZbVovN6yosQa-tit; H"" o'OPHMYx fRSgLyrtSlerk7XCpMFtLMsyjz5V 1-2 6 1-11-5 2-4-7 6.4-0 1-2_6 1-11-5 0-5-1 3-11-9 A 6x6 = Scale =1:14.5 9.4 II 3x4 = 4x4 = 13 LOADING (psoSPACING- 2-0-0 CSI. DEFL.. in (loc) I/defi Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.01 E -F >999 240 TCDL 10.0 Lumber DOL 1.15 BC ' 0.14 Vert(TL) -0.04 E -F >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH LUMBER- BRACING - TOP CHORD 2X4 DF No.1&BtrG TOP CHORD BOT CHORD 2X4 DF No.1&BtrG WEBS 2X4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) E=317/Mechanical, B=331/0-5-8 Max Horz B=37(LC 7) Max Uplift E=88(LC 9), B=76(LC 8) Max Grav E=322(LC 20), B=331 (LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=431/53 BOT CHORD B -F=59/387, E -F=-67/378 WEBS C -E=386/64 PLATES GRIP MT20 2201195 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. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--l1Omph (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) E, B. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 44 Ib down and 67 Ib up at 2-4-9, and 45 Ib down and 68 Ib up at 4-0-12, and 67 Ib down and 72 Ib up at 6-24 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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 -C=-60, C -D=60, E -G=-20 Concentrated Loads (lb) Vert: D=67 K=-15 �pFESSIONq� 5.0 10 HFFtic/ C 76428 z 17 EXP. 12/31/2016 m \FOF August 26,201 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473 rev. f 0/0312076 BEFORE USE- SEDesign Designvalid for use only with Mlek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e�r 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 ■■�•YY■■ 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/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Suite 109 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA. 22314. Citrus Heights, CA 95610 Job TrussTruss Type Qty Pty Gustafson I/defi :. PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 R48260056 1608.050 M03 Roof Special 2 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL) -0.01 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, GA a.V 1 V 5 Mpr LV LV la IVII IUK 111-u-, ru, nl nay ca la­..+.+'a.a '.u. . ID:Ug5byA5Fo6TrNJDZbVQvN6yosQa-m3fU9oCniPD95Zr?ABaU2Qe22Cls?5yaucuvlyjz5U -1-2 6 3-1-12 Ll -_113 6-0-0 1-2 6 3-1-12 0 5 1 2-9-3 - - Scale = 1:14.5 I A 4x6 \\ 9vn It 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL) -0.01 F-1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 E n/a , n/a BCDL 10.0 Code IBC2012/TP12007' Matrix -MSH Weight 27 Ib FT = 20% LUMBER - TOP CHORD 2X4 DF No.1&BtrG BOT CHORD 2X4 DF No.1&BtrG WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=347/0-5-8, E=283/Mechanical Max Hoa B=59(LC 7) Max Uplift 13=78(1_C 8), E=70(1_C 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-412/78 BOT CHORD B -F=76/361, E -F=-81/352 WEBS C -E=383/85 BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (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) 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) 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) B, E. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 44 Ib down and 67 Ib up at 3-3-8, and 61 Ib down and 35 Ib up at 4-0-12, and 28 Ib down and 40 Ib up at 6-2-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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 -C=60, C -D=60, E -G=20 Concentrated Loads (lb) Vert: D=-3 J=-60 �OFESS10Nq OQ ONIO . C 76428 z Of 0 Ory EXP. 12/31/2016 rn r CIVI\ )FOF CAI. August 26,201 ® WARNING - V my design perematers and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI -7473 rev. 101M015 BEFORE USE Design valid for use only with M17ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a floss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall �1Y building 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/TPII QuoUty Crtieria, 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 _ Citrus Hei hts. CA 95610 Job Truss Truss Type Qty Ply Gustafson floc) I/defl Ud TCLL 20.0 Plate Grip DOL 848260057 1608:050 M04 Roof Special + 2 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.14 i Vert(TL) Jab Reference o tional SYSTEMS PLUS LUMBER GO, ANUEKSUN, GA o.v iv a ^F • �� �� ..o o� . y , ID:Ug5byA5Fo6TrNJDZbVQvN6yos0a-m3fU9oCniPD95Z&A ;yU2Qek28ts7Zyaucuvlyjz5U 1.2 6 4-0-2 4-9-0 6 4-0 1-2 6 4-4-2 0-5-1 1$-12 q _ N 0 A 4x6 \\ Scale = 1:15.3 9ve II 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in floc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.01 F -I >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.14 i Vert(TL) -0.03 F-1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code IBC2012ITPI2007 Matrix -MSH LUMBER- BRACING - TOP CHORD 2X4 DF No.1&BtrG • TOP CHORD BOT CHORD 2X4 DF No.1&BV G WEBS 2x4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) B=326/0-5-8, E=391/Mechanical Max Horz B=79(LC 7) Max Uplift B=66(LC 8), E=113(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=261/38 WEBS C -E=278/57 PLATES GRIP MT20 220/195 Weight 27 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins; except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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) B except (jt=1b) E=113. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 42 Ib down and 64 Ib up at 4-5-14, and 150 Ib down and 96 Ib up at 6-2-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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 -C=60, C -D=60, E -G=-20 Concentrated Loads (lb) Vert: D=-150 �OFESSIQAt 6. (ONIO lF2 1,2 C 76428 Z * �:3� EXP. 12/31/2(0716 AV TFOF August 26,201 ® WARNING - Verly 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 M1ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �e�• a truss system. Before use, the building designer must verify the applicability of designparameters and properly incorporate this design into the overall ■•Y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property domage. 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, Alexandria, VA 22314. ' Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type N Qty Ply Gustafson PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.31 R48260058 1608.050 M05 Monopitch 1 16 1 BC 0.24 Vert(TL) -0.14 D -G >487 180 BCLL 0.0 Rep Stress Incr Job Reference (optional) SYSTEMS PLUS LUMBER UL), ANUEKSUN, L;A �� 1-2-6 A o.v I b Hla Zu Zvla Ivll IUK rr ruubulub, Irlu. t•rr Muy GV cv ry yc ID:Ug5byA5Fo6TrNJDZbVOvN6yosOa-KzdliVprY0X4nF81Y0p1GynySWfbTs6pYMSRkyjz5T 2x4 11 Scale = 1:17.6 - C . 3x4 % - 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.24 Vert(TL) -0.14 D -G >487 180 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 -MSH Weight 22 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.1&Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) D=227/Mechanical, B=313/0-5-8 Max Horz B=108(LC 7) Max Uplift D=-46(LC 8), B=-56(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 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) 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) D, B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. e�OFESSION 4 �CoP�0N10 yF�2c� C 764'28 z - �gTFOF� �o�r, August 26,201 ® WARNING - Verfly design parameters end READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE 101II-7473 rev. 10/03/2015 BEFORE USE , Design valid for use only with lVTekG 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 apy.�` building 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/TPII Qualify 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 eights, CA 95610 Job Truss Truss Type Qty Ply Gustafson PLATES GRIP TCLL 20.0 Plate Grip DOL e TC 0.17 R48260059 1608,050 . M06 Monopitch 5 1 BC 0.13 Vert(TL) -0.05 D -G >999 180 BCLL 0.0 ' Rep Stress Incr Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA -1-2-6 r 1-2-6 o.0 I V S tNpl zu zu to lvll I un iiluubuiub, nl�, ",-uv cv i �.c.+.w cv,v r yv ID:Ug5byA5Fo6TrNJDZbVQvN6yosOa-KzdliVprYOX4nF81Yfip1GypBSXJbTs6pYMSRkyjz5T 4$-0 4-8-0 Scale = 1:14.2 C 3x4 = - 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 0.17 Vert(LL) -0.01 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.13 Vert(TL) -0.05 D -G >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 IBC2012ITP12007 Matrix -MSH Weight: 17 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G except end verticals. WEBS 2X4 DF Stud/Std G ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) D=171/Mechanical, B=262/0-5-8 Max Horz B=86(LC 7) Max Uplift D=-34(LC 8), B=50(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will 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) D, B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 4.1 X.11 4�' ONIO J Q C 76428 z 0 EXP. 12/31/2016.77 OF August 26,201 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. l0/031015 BEFORE USE , Design valid for use only with M1eW 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 cnd properly Incorporate this design into the overall building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ■.Y■■ MiTek prevent 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 7777 Greenback Lane Suite 109 Safety Intormaiton available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Gustafson Plate Grip DOL 1.15 TC 0.22 TCDL 10.0 R48260060 1608,050 M12 Monopitch Girder 4 Rep Stress Incr NO WB 0.25 BCDL 10.0 Code IBC2012rrPI2007 Matrix -MSH Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 26 13:25:37 2016 Page 1 I D:Ug5byA5Fo6TrNJDZbVQvN6yosQa-oABQvrgTJKfxPPjD6aD2ZTVzAssNKs9F2C5?zAyjz5S -2-0.0 5-0-12 , 10-0-0 2-0-0 5A-12 4-7-4 Scale = 1:19.3 2x4 11 3x5 = 4x4 = LOADING (psf)SPACING- 2-0-0 CSL TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 TCDL 10.0 Lumber DOL 1.15 BC 0.20 BCLL 0.0 Rep Stress Incr NO WB 0.25 BCDL 10.0 Code IBC2012rrPI2007 Matrix -MSH DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.02 F -H >999 240 MT20 220/195 Vert(TL) -0.07 F -H >999 180 . HOrz(TL) 0.01 E n/a n/a LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD BOT CHORD 2X6 DF SS G WEBS 2X4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) B=998/0-5-8, E=977/Mechanical Max Horz B=105(LC 5) Max Uplift 3=288(LC 4), E=260(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=2133/531 BOT CHORD B-F=527,r2055, E -F=527/2055 WEBS C -F=164/807, C -E=-2079/553 Weight: 96 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. NOTES- (12) 1) 2 -ply truss to be connected together with 10d.(0.1 31"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at D-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=11 Omph (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 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 (jt=1b) B=268, E=260. 9) Use USP JUS24 nth 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-D-0 oc max. starting at 4-0-12 from the left end to 8-0-12 to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) "NAILED" indicates 3-1 Od (0.148"0") or 3-12d (0.148"0.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 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 -of ESSIONq Q' C 76428 z ary EXP. 12/31/2016 r CMI. \FOF CAI.' August 26,201 Co e o a e ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110111-7473 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 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 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/TPI1 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 Citrus Hei hts CA 95610 Job Truss Truss Type Qty .Ply Gustafson 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing • ■■�pq.YY M iT®k° 848260060 160M50 M12 Monopitch Girder 4 7777 Greenback Lane Suite 109 Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. - Citrus Heights, CA 95610 Job Reference o tional SYSTEMS PLUS LUMBER GO, ANUERSON, GA o.0 IV s rgrl CV LV IV Ivll l - 111-u-, 111- nI r+uy oy� ID:Ug5byA5Fo6TrNJDZbVQvN6yosOa-oABQvrgTJKfxPPjD6aD2Z;Vz r, t K59; C54zAyjzSS LOAD CASE(S) Standard Uniform Loads (plf) Vert: A -D=60, B -E=20 Concentrated Loads (Ib) Vert: 1-135(6) J=302(B) K=263(8) L=371(B) ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 fey. 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ■■�pq.YY M iT®k° prevent 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 Crttedo, DSB-89 and BCSI Bu9ding Component 7777 Greenback Lane Suite 109 Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. - Citrus Heights, CA 95610 Job Truss Truss Type Qty PlyGustafson . Plate Grip DOL 1.15 TC 0.55 TCDL 10.0 R48260061 1608,050 , M13 Monopitch 14 1 YES WB 0.27 BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fn AUg 26 13:15:38 1078 rage T ID:Ug5byA5Fo6TrNJ DZbVQvN6yosQa-GMIo7Br54dnol ZIOgllH6h23iF9d3l6OHsrWdyjz5R 2-0-05-4-12 10-" 2-0-0 5-4-12 4-74 Scale = 1:19.4 3x4 I I 3x8 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.55 TCDL 10.0 Lumber DOL 1.15 BC 0.40 BCLL 0.0 Rep Stress Incr YES WB 0.27 BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH DEFL. in (loc) I/def] Ud Vert(LL) -0.13 E -H >930 240 Vert(TL) -0.39 E -H >302 180 Horz(TL) 0.01 E n/a n/a LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD BOT CHORD 2X4 OF No. 1&Btr G WEBS 2X4 OF Stud/Std G BOT CHORD REACTIONS. (Ib/size) B=544/0-5-8, E=364/Mechanical Max Horz B=107(LC 7) Max Uplift 13=137(LC 4), E=72(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=691/190 BOT CHORD B -E=194/657 WEBS C -E=-638/229 PLATES GRIP MT20 220/195 Weight: 40 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 1D-0-0 oc bracing. NOTES- (7) 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) 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) E except Qt=lb) B=137. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �pFESS10Nq ON10 ,y Ftic� C 76428 HA2 CL _ O August 26,201 ® WARNING - VerHy 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 Mlek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �r a truss system. Before use, the building designer must verify the applicability of design parameiers and properly incorporate this design into the overall a.�■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iV�iTek' is ohvoys 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, Alexandria, VA 22314. Suite 109 Citrus Hal his. CA 95610 Job Truss Truss Type Qty Pry Gustafson LUMBER- irniTek" BRACING - TOP CHORD 2X4 DF No.1&Btr G 848260062 1608.050 . M15 Monopitch 27 1 except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=526/0-5-8, E=421/Mechanical Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA' 8.010 s Apr ZO Zolb Mi l eK indusines, Inc. t -n Aug 26 13:25:38 2uTa rage i ID:Ug5byA5Fo6TrNJDZbVQvN6yosQa-GMlo7Br54dno 1 ZIOg IIH6h22VF9x3lcOHsrYVdyjz5R -2-0-0 54-5 10-0.0 2-0-0 5-4-5 4-7-11. C N NAILED 2x4 I I 3x6 = Scale = 1:21.9 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012lrP12007 CSI. TC 0.63 BC 0.44 WB 0.30 Matrix -MSH DEFL. in Vert(LL) -0.16 Vert(TL) -0.48 Horz(TL) 0.01 (loc) I/defi Ud E -H >758 240 E -H >245 180 E n/a n/a PLATES GRIP MT20 220/195 Weight: 40 Ib FT = 20% LUMBER- irniTek" BRACING - TOP CHORD 2X4 DF No.1&Btr G 7777 Greenback Lane TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G Citrus Heights, CA 95610 except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=526/0-5-8, E=421/Mechanical Max Horz B=107(LC 22) Max Uplift B=144(LC 4), E=86(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=754/171 BOT CHORD B -E=-174/724 WEBS C -E=704/209 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 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) E except (jt=1b) B=144. 7) "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.. ,O ESSIQA/ 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q 4� 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. (`� P (ONTO ,L2C LOAD CASE(S) Standard (t, '7 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15J C 7642 7 8 Uniform Loads (plf) Vert: A -D=60, E -F=-20 4. Concentrated Loads (Ib) * �y EXP. 12/31/217116 Vert: D=39(13) f( J \� F August 26,201 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE �e Design valid for use only with MfTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e�• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■■�.YY building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing irniTek" 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, Alexandia, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Gustafson (loc) I/deft Lid TCLL 20.0 Plate Grip DOL R48260063 1608,050 . M15A Monopitch 2 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.40 Vert(TL) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANUER5UN, GA 0 N A o.uiusmprzucvtorvuretsmuusuieb,uw. --y co Io ---IV —qu r ID: Ug5byA5Fo6TrNJDZbVQvN6yosOa-kYJAKXsjrxvfejtcE?G WfuaE5fVkol4YV Wa623yjz5Q 5A-5 10.0-0 5A-5 4-7-11 Scale = 1:18.2 3x4 '11 C LOADING (psf)SPACING- r 2-0-0 CSL DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) ' -0.13 D -G >881 240 TCDL 10.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.42 D -G >281 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 D n/a n/a BCDL 10.0 Code IBC20121TP12007 Matrix -MSH LUMBER- BRACING - 3x6 = PLATES GRIP MT20 220/195 Weight: 37 Ib FT = 20% TOP CHORD 2X4 DF No.1&BV G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.1&BV G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=414/0-5-8, D=374/Mechanical Max Horz A=98(LC 7) Max Uplift A=58(LC 4), 13=74(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=723/197 BOT CHORD A -D=200/691 WEBS B -D=671/236 NOTES- (7) 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) 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, D. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pf ESSIONg4 �o ONIO,y F 110 C 76428 Of 0 EXP. 12/31/2016 m OF CAI\F�� August 26,201 AWARNING - Veny design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473 rev. 10/03/2015 BEFORE USE • Design valid for use only with M7ek9 connectors. This design is based only upon parameters shown, and is for on indvidual 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 Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regardng the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPil Quality CrIterlo, 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty Pty Gustafson (loc) I/deft Ud TCLL 20.0 Plate Grip DOL R48260064 16084050 . M16 Roof Special s 2 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(TL) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA ts.ulu s Apr zu zutts MI I eK inausines, Inc. f -n Aug Zb 1 s:Za:sa Zlltb rage 1 ID:Ug5byA5Fo6TrNJDZbVQvN6yosOa-kYJAKXsjrxvfejtcE?G WfuaJ 1 fvzopcYV Wa623yjz5Q 2-0-0 1-11-11 3-3-4 10-3-15 2 0 0 1-11-11 1-3 9 7.0-11 Scale = 1:19.9 t ' 3.00 12 C SUPPORT o g 3x6 NAILED Special Special Special G HI J NAILED NAILED NAILED LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.13 D -F >948 240 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.46 D -F >268 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 HOrz(TL) 0.01 D n/a n/a BCDL 10.0 Code IBC2012rrPI2007 Matrix -MSH LUMBER- BRACING - PLATES GRIP MT20 220/195 D Special Weight: 28 Ib FT = 20% TOP CHORD 2X4 DF No.1&BtrG 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. REACTIONS. (Ib/size) B=424/0-5-8, D=177/Mechanical Max Horz B=43(LC 4) Max Uplift B=127(LC 4) Max Grav B=424(LC 1), D=231 (LC 3) FORCES. (Ib) -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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) B=127. 7) "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. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 136 Ib down and 21 Ib up at 1-11-11, 70 Ib down and 32 Ib up at 4-0-12, 271 Ib down and 121 Ib up at 6-0-12, and 271 Ib down and 116 Ib up at 8-0-12, and 273 Ib down and 112 Ib up at 10-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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 (balancedl: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pIfl Vert: A -E=60, C -E=20, B -D=-20 Concentrated Loads (lb) Vert: C=70(13) G=7(B) H=28(B) 1=-39(B) J=39(8) Ia Q�OFESSIO/V 0N110 y Fac J G 76428 0 * ��y EXP. 12/31/2016 Clw_ rFOF CAL August 26,201 ® WARNING - Verry 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 mnekO 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 cnd properly incorporate this design into the overall ■■�•YY building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members any. Additional temporary and permanent bracing ITek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delvery, erection and bracing of trusses and truss systems, see ANSI/TPit 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 Heights, CA 95610 Job Truss Truss Type Qty Ply, Gustafson building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.1 &Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. R48260065 160&050 M17 Roof Special 2 1 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=1063/160, C -D=330/79, D -E=304/134 BOT CHORD B -F=151/1018, E -F=178/1002 Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA ' 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 26 13:25:40 2016 Page 1 I D:Ug5byA5Fo6TrNJDZbVQvN6yosQa-CItYXtsLcF2 WGsSonjnIB67M83tRX7bhkAKfaVyjz5P 2 0-0 3-3-4 3-11-11 , 10-3-15 2-0 0 3-34 0_8-7 64-4 6xB = 3.00 12 Scale = 1:20.9 4x6 II 3x5 = — „ .. 4x5 = 1i LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC20121TPI2007 CSI. TC 0.75 BC 0.31 WB 0:59 Matrix -MSH DEFL. in (loc) I/deft Ud Vert(LL) -0.06 E -F >999 240 Vert(TL) -0.20 E -F >621 180 HOrz(TL) 0,02 E n/a n/a PLATES GRIP MT20 220/195 Weight: 42 lb FT = 20% LUMBER- BRACING - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.1 &Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) E=474/Mechanical, B=554/0-5-8 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Max Horz B=36(LC 4) Max Uplift E=115(LC 8), 13=158(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=1063/160, C -D=330/79, D -E=304/134 BOT CHORD B -F=151/1018, E -F=178/1002 WEBS C -E=687/122 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 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) except Qt=lb) ()FES$l0/v E=115, B=158. 9) Hanger(s) or other connection device(s) shall be sufficient to support concentrated load(s) 54 Ib down and 79 Ib up at e C 10 provided —ON ,tt'� 3-11-13, 43 Ib down and 65 Ib up at 6-0-12, and 44 Ib down and 67 Ib up at 8-0-12, and 68 Ib down and 72 Ib up at 10-2-3 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OCO 8 z C-) C-, C 7642Of LOAD CASE(S) Standard Q. ry EXP. 12/31/2016 m 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=60, C -D=-60, E -G=20 Concentrated Loads (lb) Vert: D=68 K=13 L=13 FOF CAU August 26,201 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1191-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with Mffek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity, the applicability of design parameters and properly incorporate this design into the overall ■•Y■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i� 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(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, Alexandra, VA 22314. Suite 1.99. _ -- Job Truss Truss Type Qty Ply Gustafson LUMBER- a truss system. Before use, the building designer must verify the applcabiGty, of design parameters and property incorporate this design Into the overall BRACING - i•� TOP CHORD 2X4 DF No. 1&BV G R48260066 1608r050 M18 Roof Special 2 1 except end verticals. WEBS 2X4 OF Stud/Std G 7777 Greenback Lane BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=548/0-5-8, E=388/Mechanical Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 26 13:25:41 2016 Page 1 ID:Ug5byA5Fo6TrNJDZbVQvN6yosQa-gxQwlCtzNYANu017LQ1_kJgdCTEnGeTrzg3C6yyjz50 2-"5-2-7 514 , _ _ — 10-3-15 2-0-0 5.2-7 4-5-1 6x8 = Scale = 1:21.0 3x4 3x4 = 3x5 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress 'Incr YES Code IBC2012rrPI2007 CSI. TC 0.34 BC ' 0.17 WB 0.36 Matrix -MSH DEFL. in Vert(LL) -0.02 Vert(TL) -0.07 Horz(TL) 0.02 (loc) I/deft Ud F >999 240 E -F >999 180 E n/a n/a PLATES GRIP MT20 220/195 Weight: 41 Ib FT = 20% LUMBER- a truss system. Before use, the building designer must verify the applcabiGty, of design parameters and property incorporate this design Into the overall BRACING - i•� TOP CHORD 2X4 DF No. 1&BV G building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 OF No.1 &BV G except end verticals. WEBS 2X4 OF Stud/Std G 7777 Greenback Lane BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=548/0-5-8, E=388/Mechanical Citrus Hei his CA 95610 Max Hoa B=57(LC 26) Max Uplift B=151(LC 4), E=79(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=871/139 BOT CHORD B -F=125/824, E -F=133/813 WEBS C -E=749/134 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. 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 100 Ib uplift at joint(s) E except (jt=lb) ()F ESS/0,V B=151. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 Ib down and 79 Ib up at �� ��QNIO y 2 Ci 5-10-15, and 37 Ib down and 56 Ib up at 8-0-12, and 27 Ib down and 39 Ib up at 10-2-3 on top chord.. The design/selection of such connection device(s) is the responsibility of others. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 76428 LOAD CASE(S) Standard Q 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 EXP. 12/31/2016 Rl Uniform Loads (plf) �+ Vert: A -C=60, C -D=60, E -G=20 Concentrated Loads (lb) J C,IVI1. �P Vert: D=2 �rFOFCAI. August 26,201 ® WARNING - VerOy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10103/1015 BEFORE USE Design valid for use only with M1ek0 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 applcabiGty, of design parameters and property incorporate this design Into the overall i•� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ond.truss systems, see ANSI/11`I7 Qualfly 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 Citrus Hei his CA 95610 Job Truss Truss Type Qty - Ply Gustafson (loc) I/deft Ud TCLL 20.0 Plate Grip DOL R48260067 1608,050 M19 Roof Special 2 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(TL) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fn Aug 26 13:2b:4i 2016 rage i ID:Ug5byA5Fo6TrNJDZbVQvN6yosOa-gxQwlCtzNYANu01?LQI kJgdSTD Ghcrzg3C6yyjz50 2 0 0 7-3-4 7-11-11 10-3-15 2-0-0 .7-3-4 0 8 7 2-4-4 6x8 = Scale =1:21.0 2x4 II 3x4 = LOADING (p2 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.04 F -I >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.14 F -I >883 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 E n/a n/a BCDL 10.0 Code IBC2012IfP12007 Matrix -MSH LUMBER- BRACING - TOP CHORD 2X4 DF No.1&BtrG TOP CHORD BOT CHORD 2X4 DF No.1 &BtrG WEBS 2x4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) B=561/0-5-8, E=529/Mechanical Max Horz B=77(LC 7) Max Uplift B=150(LC 4), E=126(1_C 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-591/85 BOT CHORD B -F=-68/534, E -F=-73/522 WEBS C -E=-615/105 3x4 = PLATES GRIP MT20 220/195 Weight: 40 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. 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=B.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) except (jt=1b) B=150, E=126. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 Ib down and 76 Ib up at 7-11-13, and 155 Ib down and 98 Ib up at 10-2-3 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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 -C=60, C-13=60, E -G=20 Concentrated Loads (lb) Vert: D=-155 �OFESSIQ&4 �e ON10 . ZJ C 76428 Cr O EXP. 12/31/2y6 ti T� August 26,201 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -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 building component, not a truss system. Before use, the building designermust verify the appficability, of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, OSB -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 Hei hts. CA 95610 Job Truss Truss Type Qty I Pty Gustafson Plate Grip DOL 1.15 TC 0.09 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 • 848260068 160&050 • , Vol Valley 1 1 WB 0.03 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 3-4-7 S.ulu s Apr 2U Zu16 mi lex maustnes, Inc. t•n AUg Za 13:Z0:4Z ZU10 rage 1 ID:Ug5byA5Fo6TrNJDZbVQvN6yosOa-87_JyYub8sl EVAbBv8pDGXCsgtbf?Aw_BUpme0yjz5N 6-8-15 3-4-7 4x4 = B 2x4 �� D 2x4 11 2x4.0 Scale: 3/4"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH Citrus Heights, CA 95610 Weight 21 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&BIT 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 REACTIONS. (Ib/size) A=127/6-8-15, C=127/6-8-15, D=209/6-8-15 Max Horz A=-46(LC 4) Max Uplift A=26(1_C 8), C=33(1_C 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (6) 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) 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, C. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QP��.ONIp HFF2c/ 2 C 76428 Of v Ver EXP. 12/3112016 rn * .. August 26,201 ®WARNING - Verlly design Parameters end READ NOTES ON THIS AND INCLUDED WITEK REFERENCE PAGE 01-7473 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 ■.Y■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing NiiTek' 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 7777 Greenback Lane Safety Information available, from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Gustafson TCLL 20.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a 999 R48260069 1608.050 u ; V02 Valley 1 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 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, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 26 13:25:42 2016 Page 1 ID:Ug5byA5Fo6TrNJDZbVQvN6yosOa-87_JyYubBsIEVAbBv8pDGXCtAtcH?AL_BUpmeOyjz5N 1-4-7 2-8-15 _ 1-4-7 1-4-7 1 3x4 = 2x4 i Scale =1:7.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl _ Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) n/a n/a 999 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -SH Weight: 7 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-8-15 oc purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=71/2-8-15, C=71/2-8-15 Max Horz A=14(LC 6) Max Uplift A=7(LC 8), C=7(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 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) 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, C. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pf ESSIO/+✓q� o �ONIO h, Ftic U�C,o J v C 76428 � o EXP. 12/31/2016 rn „d OFC August 26,201 AWARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0312015 BEFORE USE R Design valid for use only with M7ek8 connectors. This design is based only upon parameters shown, and is for on individual building component, not e a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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/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 Hei his CA 95610 Symbols PLATE LOCATION AND ORIENTATION _o,i .i+ i 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. O'1�16 -t- For 4 x 2 orientation, locate plates 0- 'Ag' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available In MiTek 20/20 software or upon request. - PLATE SIZE The first dimension is the plate 4 X 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal 4 Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, ~ Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) 1 2 3 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR 1988 . ER -3907, ESR -2362, ESR -1397, ESR -3282 Q rr O 2 U a_ O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTekO All Rights Reserved IN MITeke . MTek Engineering Reference Sheet: Mll-7473 rev.. 10/03/2015 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. BCSI-B►1 SUMMARY SHEET - GUIIDE FOR HANDLING, INSMALLIING, RESTRAINIIING AND BRACING OF TRUSSES Spans over 60 mayr equire complex permanent bracing. Please always consult a Registered Design Professional. GENERAL NOTES NOTAS GENERALES.' HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRAINT ,& BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES Trusses are not marked in any way to identify the Los busses no estan marrados de ningrirr modo que RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES RESTRICCZON YARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4x2 frequency or location of temporary lateral restraint identrfiquelafrecuendaol7calizaddnderesfdaddnlateral DONT overload the crane: ( 10' 3 m) or Diagonal bracing Repeat diagonal bracing and diagonal bracing. Follow the recommendations yarriostre diagonal temporales. Use las recomendadones Q 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 Refer to 15' 54.6 m)' every) truss spaces 30' for handling, installing and temporary restraining demanejo, instaladdn, restdccidn yamostretemporalde NOsobrecargue la grW. trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal BCSI-B7*** for more (9.1 m) max. and bracing of busses. Refer to BCSI - Guide to los busses. Vea el folleto BCSI - Guia de Buena Prd[tira bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five information. NEVER use banding to lift a bundle. trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see (--nod Practice for Handling. InstallinD. Restraining Data el Mangid. Instalad6n. Restricd6n vAmdstre de los Vea el resumen BCSI-B7*** & Bracing of Metal Plate Connected Wood Trusses de Madera Conectados con Playas de Metal*** NUNCA use las ataduras below). 7) Repeat process with groups of four trusses until all trusses are set. Para levantar un paquete. � res turas informacidn. Trusses- for more detailed information. para informad6n mos detallada. 1) Instale los amostres de trerrd. 2) Instale el primero truss y ate seguramente al amostre de A single lift point may be used for bundles of Truss Design .Drawings may specify locations of Los dibujos de diseno de los busses pueden espedficar ,trema. 3) Instate los prdximos 4 trusses con restricci6n lateral temporal de miembro mrto (vee a top chord pitch trusses up to 45' (13.7 m) and Apply diagonal brace to r and at permanent lateral restraint or reinforcement for las lacalizadones de resMafdn lateral Permanente o abajo). 4) Instate el arriostre diagonal de la cuerda superior (vee abajo). S) Instate arriostre individual truss members. Refer to the BCSI- refuerzo en los mfembros individuales del truss. Vea la parallel chord busses up to 30' (9.1 m). diagonal webs at end of cantilever and at g para los pianos de los miembros secundarios pat estabilice los primeros dnm trusses' B3*** for more information. All other permanent hoja resumen BCSI-B3*** para mos informaddn. EI Use at least two lift points for bundles of top A WARNING Do not over load su l vea aba'0 . 6 Instale la restriccidn lateral temporal arrfostre diagonal Para la cuerda inferior beating loca0ons. All lateral restraints chord itch trusses u to 60' 18.3 m and pportin ( I) ) Po Y 9 Pa p' p ( ) poral- g lapped at least two trusses. bracing design is the responsibility of the building res[o de los disenos de arriostres permanentes son la structure with truss bundle. (vee abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasty que todos los lel chord busses up to 45' (13.7 m). Use at least To chord temporary lateral restraint spacing designer. responsabilidad del disenador del edifido. trusses erten instalados. - p p ry p g shall be 10' (3 m) o.c. max. for 3x2 chords three lift points for bundles of top chord pitch iADVERTENCIA! No sobrecargue la _ and 15'(4.6 m) o.c. for 4x2 chords. trusses >60' (18.3m) and parallel chord busses estructura apoyada con el Paquette de ' M Refer to SCSI -B2*** for more information. INSTALLING - INSTALACION > >45'(13.7 m). trusses. Vea el resumen BCSI-B2*** para mos informaddin. ® WARNING The consequences of improper �• handling, erecting, installing, restraining j - .'Y Puede usar un solo lugar de levantar para pa- Q Place truss bundles in stable position. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES and bracing can result in a collapse of the , quetes de busses de la cuerda superior hasta 45' RESTRICCIUN ARRIOSTRE PARA TODOS PLANOS DE TRUSSES _ Q Tolerances for a Fuc a -de- . 'Out -of -Plumb structure, or worse, serious personal injury y trusses de cuerdas paralelas de 30'o mens. Pure paquetes de trusses en ung posid6n Tolerancias para Fuera-de-Plano. Use por lo menos dos untos de levantar con estable. Q This restraint and bracing method is for all busses except 3x2 and 4x2 parallel chord busses Max. Bow D/so D (fL) Or death. ' - -� P Length 1 iADVERTENCIA! EI resultado de un mane'o, low Qe� ' grupos de trusses de cuerda superior inclinada f (PCTs). See top of next column for temporary restraint and bracing of PCTs. �~ I Al n 1/4" 1' I 1 hasta 60'y trusses de cuerdas paralelas haste IT ,� Len -► I, 6 mm 0.3 IT levantamiento, instalacidn, restrlcri6n arnsotresuperiorE Este melody de . Vea la p y e superior es para coltodumna trusses la reptr busses de sore t s poral a Max. Bow 9 h Y �- 45: Use Por to mens dos puntos de levantar con grupos de trusses de cuerda fndfnada v2^ 2 - Max. puede ser la caida de la estructura o �6 • (PCTs) 3x2 y 4x2. Vea la parte superior de la columna para la restrittidn y err ostre temporal de PCTs. Max, P � .a mos de 60' y trusses de cuerdas paralelas mos de 45: o t 3 mm o.s m acro peor, heridds o muertos._ - 1) TOP CHORD -CUERDA SUPERIOR - f i 3/4" 3' ' t length Plumb 19 mm 0.9 m A& CMUMM Exercise care when removing _ MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES banding and handling trusses to avoid RECOMENDACIONES PARA LEVANTAR TRUSSES INDIWDUALES damaging trusses and prevent injury. Wear personal protective equipment for the eyes, ®m®® feet, hands and head when working with Using a single pick -point at the peak can damage the truss. busses. m EI use de un solo lugar en el pim para levantar puede 60' or less C.Q9u2L,Z9 Utilice cautela al quitar las ataduras hater don"o al truss. o los pedazos de metal de sujetar para evitar dano a los trusses y prevenir la herida personal. Lleve " Approx. 1/2 -- •i el equipo protectivo personal para Ojos, pies, truss length A (0 3 Use dU P Utilice Tagline manor y cabeza cuando trabaja con busses. TRusses up To 30'(9.1 special care in cuidado especial en TRUSSES HASTA 30 PIES Y Truss Span w, - Top Chord Temporary Lateral Restraint (TCTLR) Spacing , Longitud de Tramp Espaciamiento del Arriostre Temporal de la Cuerda Superior, Up to 30' 10'(3 m) o.c. max. (9.1 m) 30'(9.1 m) - 8'(2.4 m) o.c. max. 45'(13.7 m) 45'(13.7 m) - 6'(1.8 m) o.c. max. 60'(18.3 m) 60' (18.3 m) - 4'(1.2 m) o.c. max. ' ' .80'(24.4 m * ' /line 1^ 4' +.(Tolerances for f 25 mm 1.2 m !Out -of -Plumb. 1-114" y �Tolerancias para 0/50 max ' I 32 mm 1.5 m Fuera-de-Plomada. a 1-v2^ 6 I 38 mm 1.8 m 1-3/4" 7' CONSTRUCTION LOADING45mm 2.t m CARGA DE CONSTRUCCION z" za' 51 mm z2.4 m DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. Maximum stack Helght windy weather or dias ventosos o cerca - NO proceda con la construccOn hasty que todas las restric- tfor material on Trusses - tt *Consult a Registered Design Professional for busses longer than 60' (18.3 m). near power lines de cables elecbims o Attach clones laterales y los amostres erten mlocados en forma Material Height Locate Spreader bar - 10' 3 m *Co60 pi a un Professional Registrado de Diseno para busses mos and airports. de aeropuertos. ( ) apropiada y segue. reader bar above or sdflbeck O.C. Max. de 60 ales. - Gypsum Board 12"(305 mm) mid -height (S)Vea el las opdones DO NOT exceed maximum stack heights. Refer to BCSI-B4*** Y * Toen, T� oe-in 0, See SCSI -B2*** for TCTLR options. de TCTLR. for more information. Plywood or OSB 16• (406 mm) • ` Spreader bar spreader bar tr2 to yl - _ NO exceda las alturas maximas de mont6n. Vea el resumen Asphalt Shingles 2 bundles z/3 wss tength - *** BCSI-B4*** para mos fnformad6n. for truss Tagline I Spreader bar 2r3 to I Refer [O BCSI-B3 fOr - Concrete Block 8" (203 mm) i TRUSSES UP TO 60' (18.3 m) -� Ij~- yq tress length -�I1 Gable End Frame restraint/bracing/ / HANDLING - TRUSSES HASTA 60 PIES Ta brie g A 9 reinforcement information. ( clay rte 3-4 tiles high TRUSSES UP TO AND OVER 60' (18.3 m) ea��e TRUSSES HAb A Y SOBRE 60 PIES Para infbrmaci6n sobre restrccicin/ TCTLR ` MANEJO arriostre/refuerzo para Armazones -Hold each truss in position with the erection equipment until top chord temporary lateral restraint , fp " O O B ` is installed and the truss is fastened to the bearing points. Hastrales vea el resumen BCSI-10" or NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs.. Avoid lateral bending. ` Note: Ground bracing not shown for clarity. NUNCA apile los matenales terra de un pica, a centro de la luz, en Evite la /lexicin lateral. Use proper rig- Use equipo apropiad0 Sostenga cada truss en posicf6n con equipo de grua hasta que la restricci6n lateral temporal de /a y Truss attachment ging and hoisting para levantar a cuerda superior este instalado y el truss este asegurado en los soportes. 0 Repeat diagonal braces for each set of 4 trusses. required at suppols) cantilevers o aleros. The contractor is responsible for equipment mprovisac Repita los arrisotres diagonales para cada grupo de 4 trusses. Section A_ -A - • (S) DO NOT overload small groups or single trusses. INSTALLATION OF SINGLE TRUSSES BY HAND properly receiving, unloading and storing - - 2) WEB MEMBER PLANE'- PLANO DE LOS MIEMBROS SECUNDARIOS NOsobrecargue pequenos grupos o trusses individuates. w the busses at the jobsite. Unload trusses to RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES 4 smooth surface to prevent damage. POR LA MANO - LATERAL RESTRAINT & DIAGONAL BRACING ARE Place loads over as many trusses as possible. EI mntratista Hene la responsabilidad de - ;. - ,, ; VERY IMPORTANT Coloque las cargas sobre tantos trusses tomo sea posible. recibir, descargar y almacenar adecuadamenteTrusses 20' - - 0 Trusses 30' ' los trusses en la obra. Descargue los trusses en(6.1 m) or - + t Position loads over load bearing walls. ll trrus lisp para prevenir c dano. (9.1 m) or r TLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL 1 coloque las cargas sobre las Paredes soportantes. 51 less, support less, support at SON MU IMPORTANTES. Diagonal L� near peak. quarter points. bracing CLR splice reinforcement ALTERATIONS - ALTERACIONES *** Truss Member Refer to BCSI-BS. - - %- 5oporte � Soporte de � rax CLR Truss bracing not shown for cladry. �_,: yid _ __ cerca al pim los cuartos Vea el resumen BCSI-B5.*** los busses Trusses up to 20' -1► de tramp los E Trusses up to 30 -to- Web members de 20 pies o I busses de 30 9.1 m I G DO NOT cut, alter, or drill any structural member of a truss unless DO NOT store - NO almacene mens. Pies 0 mens. Trusses hasta 30 les specifically permitted by the truss design drawing. Trusses haste 20 pies P p' - - 4 "t ? ?° unbraced bundles verticalmente los NO coft altere o perfore ning6n miembro estructural de un truss, upright. trusses sueltos.\ A 'a menos que este especificamente permitrdo en el dibujo del diseno 0 Trusses may be unloaded directly on the ground TEMPORARY RESTRAINT & BRACING Bdttyrn del truss. at the time of delivery or stared temporarily in ! F RESTRICCION Y ARRIOSTRE TEMPORAL chords , ' Minimum 2'2x Scab block contact with the ground after delivery. If trusses centered over splice. Attach =Trusses that have been overloaded during construction or altered without the Truss Man- - ' `are to be stored for more than one week, place l ` Diagonal braces to CLR with minimum 8.164 ji, ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. blocking of sufficient height beneath the stack Refer to BCSI-Bra*** for more information. Top Chord Temporary every 10 truss spaces (0.135x3.51) nails each side of busses at 8' (2.4 m) to 10' (3 m) on -center -Vl para mos informad6n. Lateral Restraird 20' (6.1 m) max. of splice or as specified by the , Trusses que se han sobrecargado durante la consbu Veal ecerumen BCSI-Bra*** cd6n o han lido alteradds sin la autor- (o.c.). (TCTLR) 10' (3 m) - 15' (4.6 m) max. • Building Designer. 111 izacidin previa del Fabricante de Trusses, pueden hater nulo y sin efeeto la garantia lirill del 4 Locatebraces for first truss directly in line 2x4 in. Same spacing as bottom Note: Some chord and web members Fabricante de Trusses. Los bupueden ueden ser desca adds directamente ® g y SECTION A -A en el suety en equal momento de entrEga o with all rows of top chord temporary lateral restraint • c) BOTTOM CHORD -CUERDA INFERIOR mr hord lateral restraint not shown for clarity. Pd � „� �. almacenados tem ralmente en mntact0 con el .%•�.3- s is= table in the next column). •••ContaR the Component Manufacturer for more Infoation or consult a Registered Design Professional for assistance. i-�r^ 3 suety despues de entrega. Si los busses estaran _ _ _ _ Toview anon -Pahang Por or this document, visit sxindusby.mm/bl. uardadds ' Coloque los arriostres de Berra para el primer Truss g para m3s de ung semana, ponga - >. �, t Lateral Restraints - 2x4x12' Or . Member NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (If applicable) -are bloqueando de altura sufidente detras de la pfla truss directamente en linea con cada una de las DO NOT store on NO almacene en derra filar de restrimibn lateral tem Brace first greater lapped over two busses professionalsIn sant Ms aspect of h to undertake the work they have agreed to do from any competent etentproject a the contractor sand and n needs de los trusses a 8 hasty 10 pies en centro (o.c.). poral de la cuerda =90° assistance In some aspect m the construction a that[, a should seek assistance from a competent party. the methods and p ocedures uneven ground. desigual. superior (vea la tabla en la pr6xima columna). fruss or CLR splice reinforce Note: Some chord These endeddocument for intehandling, to ensure re the all and bracing on trusses am based yea the collective sesexp riencnto ace leading 0 For busses stored for more than one week, cover securely I ment. and web members Thee ecommendations far handling, Installing, restraining and b2tlng busses are based upon the colla five experience of leading bundles [o protect from the environment ' ' personnel Involved with truss design, manufacture and Installation, but must, due to the nature of responsibilities Involved, be presented p c i � DO NOT walk on unbraced trusses. before I Bottom a. not shown for only as a GUIDE for use by a qualified building designer or contractor. It Is not Intended that these recommendations be Interpreted as Para busses uardados r mos de una semana, E- erecbon of ) chords clarity. superior to the building designer's design specification for handling, installing, restraining and bracing busses and It does not preclude the g p0 t' Gi s NO Gamine en trusses sueltos. use of other equivalent methods for restralnincifemcing and providing stability for the walls, columns, floors, roofs and all the Interrelated addi0onal I rubra ids pdQUetPS pard Protegerlas del dmblente. stnrc[uml building components as determined by the contractor. Thus, SBCA and TPI expressly disclaim any responsibility for damages (S) DO NOT stand On truss overhangs until ' trusses. - arising from the use, application, or reliance on the recommendations and information contained herein. Refer to BCSI*** for more detailed information �a ¢ Structural Sheathing has been applied to - pertaining to handling and jobsite storage of + the truss and overhangs. j r I L trusses. �� Diagonal braces every 10 , SBC- R Yl e NO se pare en voladizos cerchas hasta * truss spaces 20' (6.1 m) max. ` woso tossraorm TRUSS PLATE INSTITUTE Vea el fdlletd BCSI*** para fnfOmlad6n mos dell- ._ , •Q % Revesbmient0 esbuctural ha sido aplicado i . - - 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 facia sobre el manejo y almacenado de los busses a la armadura y voladizos. 10' (3 m) - 15' (4.6 m) max. 608/274-4849 • sbcindustry.com 703/683-1010 • tpinst.org en area detrabajo. ' ' . � - - I _....._...._.-.-•--- pOEM om MCS] om LP( I EL MAN,NALACI me complejo* Por favor, siempre tICCIOIV Y ATRRIOS}TRE DE LrOS TRUSSES a un Profesional Registrado de Diseno. r e m co P� 'J^ '^ v/ 40 'J^ '^ v/ Of r r 0 J 0w QQ �\ faoO A =3 =Of o 0 �C CO2(6) 0 g ' LL LLI -i Z � o J. Q a � o =3 c� CD.,Q f f GREGORY A. PEITZ _ARC'HITECT 383 Rio Lindo Ave. Chico, CA. 95926 (530) 894-5719. RECEIVED SEP 2 6 2016 TRB AND ASSOCIATES Structural Calculations for: iurm COUNTY SEP 2.1 2p16 REVIEWED DEVELOPMEM'. FOR CODE COMPLIANCE SERVICES PERMIT # Q)(`0-0 O I BUTTE COUNTY DEVELOPMENT SERVICES EOEPNC DCL CE DATdiB ! DEC, 0 1 2016. T'RI3 AND ASSOCIATES ��(�00 J:\StructuraMesign Data - Residential.doc . Q DESIGN DATA . Code used: 2013 California Building Code Floor loading: Live loads: Uninhabitable attics w/o storage: 10psf • Uninhabitable attics w/ limited storage: 20psf Habitable attics and sleeping areas: 30psf All others except balconies and decks: 40psf Dead load —101bs/square foot Roof loading: Live loads: 20lbs/SF t Dead loads: Typical roof —14 lbs/SF, - Comp roof Wind loading: Basic 3 -second gust wind speed (mph) 110 ' Wind importance factor, 1 1.00 " Wind exposure category =- C Internal pressure coefficient, GCpi : +/-0.18 Seismic: Seismic importance factor, 1 1.00 Mapped spectral response acceleration; Ss 0.70 5 SI 0.25 Site class D Design spectral response coefficients; SDS '0.579 SDI 0.317 Seismic design category D Basic seismic -force -resisting system(s) Bearing wall system — plywood shearwalls - Seismic response coefficient(s), Cs 0.089 Response modification factor(s), R 6.5 Analysis procedure; - Equivalent lateral force procedure WIN® ANALYSIS Simplified Envelope Procedure Per ASCE 7-10, Chapter 28. 1. Risk category 2 (table 1.5-1) ..2. Basic wind speed: 110 mph (figure 26.5-1A) 3. Exposure: C (section 26.7) 4. Kzt = 1.0 (section 26.8) 5. k = 1.34 (figure 28.6-1) 6. Roof slopes: 30'-45', (7/12 - 12/12) 7. Mean roof height: 27 ft. PS = k K7 P53o ( eq. 28.6-1) Wind Pressures Roof internal zone: (16.45 psf) (.6) = 9.87 psf 10 Roof end zone: (20.61 psf) (.6) = 12.37 psf J! Wall internal zone: (23.96 psf) (.6) = 14.38 psf Wall end zone: (30.08 psf) (.6) = 18.06 psf 4 WIND ANALYSIS Simplified Envelope Procedure Per ASCE 7-10, Chapter 28. 1. Risk category 2 (table 1.5-1) 2. Basic wind speed: 110 mph (figure 26.5-1A) 3. Exposure: C (section 26.7) 4. Kzt = 1.0 (section 26.8) 5. X = 1.21 (figure 28.6-1) 6. Roof slopes: 300 - 450 (7/12 - 12/12) 7. Mean roof height: 15 ft. PS = X Kt POO ( eq. 28.6-1) a Wind Pressures Roof internal zone: (14.28 psf) (.6) = 8.57 psf Roof end zone: (17.91 psf) (.6) =,10.75 psf [(2)(8.57psf) + (10.75psf)] / 3 = 9.30 psf average overall wind pressure Wall internal zone: (20.82 psf) (.6) = 12.50 psf Wall end zone: (26.14 psf) (.6) = 15.70 psf - [(2)(12.50psf) + (15.70psf)] 13 = 13.57 psf average overall wind pressure 0 Y LONER LEVEL DIAGRAM X6" = I -o y UPPERI LEVEL DIAGRAM I RXN WIND Lu 3 w !n Lei 00o O.8gk-- � A , c 2. g T RAS ^• r r CNII C%j N 2. ► SIc O.9 31L C�CNI.c, Z j 0.9 ,K. 3 .98k - qIL lu t is -O �1 '1 K 0.q z I I LONER LEVEL DIAGRAM X6" = I -o y UPPERI LEVEL DIAGRAM REACTION SUMMARY RXN WIND SEISMIC 3 3.UL O.8gk-- c 2. g ,s I 2. ► SIc O.9 31L Z .O"I 0.9 ,K. 3 .98k - qIL lu is -O '1 K 0.q KIK- 0,93 k, c S.3-7 r_ 3.3N ►- n Li. qqg-i 3.34 Y - LONER LEVEL DIAGRAM X6" = I -o y UPPERI LEVEL DIAGRAM n4 r94 a86 I# — -- — — iso 9CD — — — — — — — — — — — - — -- ; V`:,��� ,\.�-, �� �� 3 C14 N Rl FRONT ELEVATION xell = 11-011 ,-7s3o 4 PARTIAL LEFT ELEV, 1--o" aiP RIGHTELEVATION 11-011 Fr C Li )23= f39L' k, -f-)=- 3.6fok- 1071 � �- 25.E �'l , U 1561 �-�) ` 2.25 k- + 130 0/3 S7 ksqC) = 2.1cS i 10 C) 9 rI-(31 2 5 t c) 15 2-1 I L.e.v-et LINE 3 R3= 3,.F,!Q,,l- VWALLS= Zit •0' . SHEARWALLS Fm 3/8" GDX ply. w/ 8d'5 ,12 o.c. ❑ 5 coat plaster ❑ ( ) gyp. AT ALL SUPPORTS, BLOCKED ANCHOR BOLTS NIA ❑ GBG specified Y2" (P a.b.'s ® 6-O" o.c. w/ min., (2) a.b.'s per wall is adequate ❑ )/:" 0 anchor bolts @ O.C. A35 / RBC 6(z,�� . b= ❑ RBC's @ O.C. 9 A55 is ❑ NONE REG2'D OVERTURNING " ❑ No holdown's req'd G516 Holddown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" 5T6224 straps from.4x post to continous header. ❑ HDU2, 55TB16 @- Single pour, 55TB2O @ 2 Pour ❑ HDU4, 55TB2O 5ingle pour, 55TB24 2 Pour COLLECTOR / CHORD ❑ ( ) 16I's per top g 5p1 ice ❑ G516 strap sp I ices ❑ '5T&224 strap sp I ices ❑ .Drag Truss U - Y Aev-ed LINE . - R = 3.(cGk- NALLS= <<.S' to .C)� S SHEARWALLS R 3/8" ODX ply. w/ 861's @ ,12 o.c. ❑ 5 coat plaster ❑ ( ) gyp. bd. w/ ( )@ ( ), AT ALL SUPPORTS, BLOCKED ANCHOR BOLTS ❑ GBG specified Y2" 4>a.b.'s @ &'-0" o.c. w/ min. (2) a.b.'s per wall is adequate ❑ Y2" 0 anchor bolts o.c. 'A35 / RBC ❑- RBC's ® o.c. ❑ NONE REa'D OVERTURNING ❑ No holdown's req'd [ 0516 Holcidown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson 5T&224 straps from 4x post to continous header. ❑ HDU2, 55TB16 @ Single pour, 55TB2O @ 2 Pour ❑ HDU4, 55TB2O @ Single pour, 55TB24 ® 2 Pour COLLECTOR/ CHORD . cz- ❑ ( ) 16d's per top E splice ❑C,516 strap sp 1 ices ❑ 5T(o224 strap sp l ices ❑ Drag Truss El Live LINE C- R G= 2 .S61e. WALLS y. y14'-1 01 +Wil SHEARWALLS i( I �.c ':; (3 - 169- ICA� fl 3/8" ODXply. w/ 8d's @ �j ,12 o.c. ❑ 5 coat plaster ❑ ( ) gyp. bd. w/ ( )� ( ), AT ALL 5UPPORT5, ANCHOR BOLTS 1� ❑ GOO specified Y2" 0 0-10— 6-0 6-O" o.c. w/ min. (2) a.b.'s per wall is adequate ❑ Y2" 0 anchor bolts @ o.c. A35 / RBC ❑ R50's @ 0.0. fl ,435's D NONE REa'D OVERTURNING 9�ACT 16 3/q KC -0 '3 .1 Ib t -t r-2 /,3,. ❑ No holdown's req'cl D 0516 Holddown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" 5T6224 straps from 4x post to continous- header. ❑ HDU2, 55T516 @ 5ingle- pour, 55T520 @ 2 Pour ❑ HDU4, 55T520 ® 5ing le pour, 55T524 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 16d'5 per top E splice 0516 strap splices f-ve ❑ 5T6224 strap sp l ices ❑ Drag Truss 5LOOKED vppar Leve( LINE [D RD= 2.25K- WALLS= 10d9 1 SHEARWALLS 2oQ-SK-f 1c).9, ' 0 - So? I�� F9 3/8" GDX ply. W 8d's 12 o:c. ❑ 5 coat plaster ❑ ( ) gyp. bd. W ( )� ( ), AT ALL SUPPORTS, ANCHOR BOLTS N / s ❑ GBG specified Y2" 0 a.b.'s @ 6'-O" O.C. w/ min. (2) a.b.'s per wall is adequate ❑ Y2" (P anchor bo Its @ O.C. A351 RBC ❑ . RBC's � o .c . , �� - Fit A55's @ y' -O'' o.c. 3 y NONE REG2'D OVERTURNING ❑ No holdown's req'cl G516 Holddown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" 5T6224 straps from 4x post to continous header. ❑ HDU2, 55TB16 @ Single pour, 55TB2O @ 2 Pour ❑ HDU4, 5STB20 @ Single pour, 55TB24 @ 2 Pour COLLECTOR / CHORD R 5 fes' S-p�-- ❑ (- ) i6d's per top g splice ❑ G516 strap splices ❑ 5T6224 strap sp 1 ices 0 Drag Truss BLOCKED h2 - LINE WALLS= SHEARWALLS a. IC5 y (-) C), -= C). �0 U 3/8" GPXp ly. w/ 8d's @ j El5 coat plaster ( ) gyp. bd. w/ ( )@ ANCHOR BOLTS ),, AT ALL SUPPORTS, BLOCKED 0 GBG specified Y2" 0 a.b.'s @ 6'-O" 04- w/ min. (2) a.b.'s per wall is adequate ❑ y2" (P anchor bolts @ O.C. A35 / RBC ❑ RBC's @ o .c A55's @ �� `-O " 0.c'. ❑ NONE REaV OVERTURNING M No holdown's req'd ❑ 0516 Holddown Straps to Rim Joist below ❑ Portal f=rame w/ "Simpson" 5T6224 straps from 4x post to continous header. ❑ HDU2, 55TB16 @ 5ingle pour, 55TB2O @ 2 Pour ❑ HDU4, 5STB2O @ Single pour, 55TB24 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 16d's per top g sp l ice ❑ C516 strap sp 1 ices ❑ 5T6224, strap splices ❑ Drag Truss G LINE 2. ViALL5= � p . SHEARWALLS C DXp ly. w/ ,5d's ,12 o.c. El coat plaster ❑ ( ) gyp. bd. W ( )@ ( ), AT ALL SUPPORTS, ANCHOR BOLTS BLOCKED 0-1 ❑ GBG 'specified Y2" 4) a.b.'s 6'-O" o.c. w/ min. (2) a.b.'s per wall is adequate_ Y2" 0 anchor bolts @ 12.`1 ox.. A35 / RBC ❑ RBC's O.C. ® A55's o 1 2-" o.c. ❑ NONE REa V OVERTURNING ❑ No holdown's req'd ❑ 0516- Holddown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" 5T6224 straps from 4x post to continous header. ❑ HDU2, 55TB16 @ Single pour, 55TB2O @ 2 Pour HDU4, 55TB2O @ Single pour, 55TB24 2 Pour COLLECTOR /,CHORD 1,7 F71 G�D� + SSI ✓v g�„ �, ❑ ( ) 16d's per top e sp I ice ❑ C516 strap sp I ices ❑ 5T6224 strap splices ❑ Drag Truss LINE R 9.` rod. WALLS= SHEARWALLS -1,,9 6 � / I .0'= 0,42i�-�� 3/8" GDX rc ly. w/ 56!s @ ,12 O.C. ❑ 3 coat pster ❑ ( ) gyp. bd. w/ ( )@ ( ), AT, ALL SUPPORTS, ANCHOR BOLTS Z C4�1 ❑ GBG specified Y2 4> a.b. s @ 6-0" o.c. w/ min. (2) a.b.'s per wall is adequate Y2" (P anchor bolts @�2o.c. AIR / RR[_ 7. L( ❑ RBG's @ `0.0. A35's ❑ NONE RF_a'D OVERTURNING fy- c9 ❑ No holdown's req'd ❑ 0516 Ho Iddown Straps to Rim Joist be low El Portal Frame W "Simpson" 5T6224 straps from 4x post 'to continous header. D HDU2, 55TB16 @ 5ingle pour, SSTB2O ® 2 Pour ❑ HDU4, 55TB2O ® Single pour, 55TB24 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 16d15 per top q splice, ❑ 0516 strap splices ❑ 5T6224 strap sp I ices ❑ Drag. Truss BLOCKED La,Ap-v- LINE ► 5 WALLS= Ci I e +� •��' = IcJ SHEARWALLS i:�- L M 3/8" C DX ply. w/ 8d's @ 2 ,12 o.c. ❑ 5 coat plaster ❑ ( ) gyp. AT ALL SUPPORTS, ANCHOR BOLTS d�c- �►� ❑ GBG specified Y2" 4' ab -'S @ 6-0" o.c. w/ min. (2) a.b.'s per wall is adequate FOR Y2" 0 anchor bolts @ ��41 O.C. ❑ RBC's 0.0. ❑ . NONE REa'D OVERTURNING 156 ❑ No holdown's req'd ❑ 0516 Holddown Straps to Rim Joist below ❑_ Portal Frame w/ "Simpson" 5T6224 straps from 4x post to continous header. ❑ HDU2, 55TB16 @ Single pour, 55TB2O @ 2 Pour M HDU4, 55TB20 @ Single pour, 55TB24 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 16d's per top g splice ❑ G516 strap splices ❑ 5T6224 strap splices ❑ Drag Truss BLOC-XED LINE R R k= 1,-) 2,- , WALLS= 9.77 S F.K.4 9. —7 S , 19. S I SHEARWALLS 51a 11 GDX p ly. W ad's @ ,12 o.c. ❑ 5 coat plaster ❑ ( ) gyp. bd. w/ ( )c� ( ), AT ALL SUPPORTS, ANCHOR BOLTS GBG specified Y2" 4' a.b.'s @ 6-0" o.c. W min. (2) a.b.'s per wall is adequate ❑ Y2" (P anchor bolts @ 0.0. A35 / RBC ❑ R8G's � o.c. M A5515 ' 01' o.c. ❑ NONE REO'D BLOCKED OVERTURNING r-) _ i C.7 No holdown's req'd ❑ 0516 Holddown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" 5T6224 straps from 4x post to continous header. ❑ HDU2, 55TB16 @ Single pour, 55TB2O @ 2 Pour ❑ HDU4, 55TB2O @ Single pour, 5ST524 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 16d'5 per top q splice ❑ G516 strap sp I ices ❑ 5T6224 strap splices ❑ Drag Truss IN LINE. � :1 d j�_ WALLS= SHEARWALLS 5. o _ , mc-( 3/8" GDX ply. W 8d's @ �4 ,12 o.c. ❑ 5 coat plaster ❑ ( ) gyp. bd. w/ ( )@ ( ), AT'ALL SUPPORTS, ANCHOR BOLTS l,'7Z(Co Z GBG specified Y2" 4> a.b.'s @ 6-0" O.C. w/ min. . (2) a.b.'s per wall is adequate ❑ Y2" 0 anchor bo Its @o.c. A351 RBC ❑ RBG's ME ❑ NONE REQ'D OVERTURNING L 1, -7 Z- C-7,7� BLOGiGED 5. ? ((C - El No holdown's req'd ❑ 0516 Holddown Straps to Rim Joist below Portal Frame, w/ "Simpson" 5T6224 straps from 4x post to continous header. a0Ar 0 HDU2, 557516 @ Single pour, SSTB20 @ 2 Pour ❑ HDU4, 55T520 @ Single pour, 55TB24 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 16d'5 per top g sp 1 ice ❑ 0516 strap sp I ices ❑ ST6224 strap splices ❑ Drag Truss LINE C, R �_ S:3-11_ WALLS= y off �. O`t J. � �-� `�. l �- � � . C' SH EARWALLS J 3/8" GDXply. w/ 8d's @ ,12 o.c. ❑ 5 coat plaster w ❑ ( ) gyp. bd. w/ ( )@ ( ')i AT. ALL SUPPORTS, 5LOGKED ANCHOR BOLTS 0GBG specified Y2" ( a.b.'s .@ (0'-0" o.c. w/ min. , (2) a.b.'s per wall is adequate D Y2" 0 anchor bolts @ _ O.C. 37 ❑ R50's @ O.C. a 1 A55's o.c. ❑ NONE REa V • OVERTURNING MV�� 1/\//w..�i �J�Ic) f 2-9 ❑ No holdown's req'd ❑ 0516 Holddown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" 5T6224 straps from 4x post to continous header. , HDU2, SST516 @ Single pour, SST520 @ 2 Pour ❑ HDU4, 55T520 @ Sing le pour, 55T524 . @ 2 Pour COLLECTOR/ CHORD 1 c- ❑ ( ) 16d'per top q- splice 9 GS16 strap sp 1 ices ❑ 5T6224 strap sp I ices ❑ Drag Truss doca-.- ` LINE ROk WALLS= L(•-i`�'4 `�i` �� F 2 SHEARWALLS us, LA M 3/8" GDXply. w/ 5d's @ ,12 o.c. El5' coat p aster ❑ ( ) gyp. bd. w/ ( )@ ( ), AT ALL SUPPORTS, BLOCKED ANCHOR BOLTS Z Za ❑ GBG specified Y2" 4 a.b.'s @ 6-0" o.c. w/ min. (2) a.b.'s per wall is' adequate NO Y�" (P anchor bolts @_ IQ-" o..c. A351 RBC �� i 9.6� 7.20 :.._ q.ark _ T= 1-"1, ` ❑ RBC's @ o .c . 0 A55's @ L/ LCI lo.c,. �. = (t �(�l k-.' L(. 7 S ' - 2 .C: Ic. ❑ NONE REa V -ff OVERTURNING %'i OT= 2.g' (�E. at I—)� tt�' � (222--2.5' 7. a5)46k— \ ❑ No holdown's req'cl ❑ G516 Ho lddown Straps to Rim Joist be low ❑ Portal Frame w/ "Simpson" 5.T6224 straps from 4x post to continous header. HDU2, 55TB16 0 Single pour, 55TB2O @ 2 Pour El HDU4, SSTB2O 9 Single pour, SSTB24 @ 2 Pour COLLECTOR / CHORD to/ 3 -t )( Lt, c -i> = (, 7-'5 L— F-1 - ❑ ( ) 16d'5 per top T. splice M. G516 strap splices ❑ ST6224 strap splices ❑ Drag Truss Iq Project: UY1 0 Location: Flush Beam Supporting Floor Trusses Uniform Dead Load Multi -Loaded Multi -Span Beam plf [2012 International Building Code(2012 NDS)] 16 3.5 IN x 16.0 IN x 12.6 FT Total Uniform Load Versa -Lam 3100 Fb - Boise Cascade plf Section Adequate By: 82.6% 112 plf Controlling Factor: Shear Load Start DEFLECTIONS Center 0.5 ft Live Load 0.17 IN U901 12.6 ft Dead Load 0.05 in Load Length Total Load 0.22 IN U682 6.2 ft Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 4485 Ib 3431 Ib Dead Load 1342 Ib 1214 Ib Total Load 5827 Ib 4645 Ib Bearing Length 2.22 in 1.77 in BEAM DATA Center Span Length 12.6 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 12.6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES Versa -Lam 3100 Fb - Boise Cascade Base Values Adiusted Bending Stress: Fb = 3100 psi Fb' = 3002 psi Cd=1.00 CF=0.97 Shear Stress: Fv = 285 psi Fv' = 285 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi Comp. -L to Grain: Fc _1= 750 psi E'= 2000 ksi Fc --L= 750 psi Controlling Moment: 18876 ft -Ib 6.05 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 5827 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 r Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read 75.44 in3 30.67 in2 477.45 in4 18876 ft -Ib 5827 Ib Provided 149.33 in3 56 in2 1194.67 in4 37364 ft -Ib 10640 Ib . page StruCalc 9.0 / StruCalc Version 9.0.2.5 8/22/2016 11:14:10 AM of Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 16 plf Total Uniform Load 16 plf POINT LOADS - CENTER SPAN Load Number One Live Load 999 Ib Dead Load 375 Ib Location 7.7 ft Load Number One Two Left Live Load 298 plf 534 plf Left Dead Load 112 plf 100 plf Right Live Load 298 plf 534 plf Right Dead Load 112 plf 100 plf Load Start 0.5 ft 0.5 ft Load End 12.6 ft 6.7 ft Load Length 12.1 ft 6.2 ft \ StruCalc 9.0 page StruCalc Version 9.0.2.5 8/22/2016 11:18:59 AM / of )ING DIAGRAM ,t 10.3 ft ROOF LOADING LENGTHS Project: Adjusted Beam Length: Location: Garage Door Header 10.3 Roof Beam . Beam Self Weight: ' [2012 International Building Code(2012 NDS)] LL = 5.5 IN x 9.5 IN x 10.3 FT psf #1 = Douglas -Fir -Larch - Dry Use DL= Section Adequate By: 65.5% psf Controlling Factor: Moment TW = 1 DEFLECTIONS Center Side Two: 488 Live Load 0.09 IN 01370 Roof Live Load: Dead Load 0.11 in 16 psf Total Load •. 0.20 IN U629 DL= 15 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 Tributary Width: TW = 13 ft REACTIONS A B WALL = 0 Live Load 1154 Ib 1154 Ib Non -Snow Roof Loaded Area: RLA = Dead Load 1358 Ib 1358 Ib plf Total Load 2512 Ib 2512 Ib plf Bearing Length 0.73 in 0.73 in BEAM DATA Span Length 10.3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 8 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Base Values Adiusted Bending Stress: Fb = 1350 psi Fb' = 1553 psi Cd=1.15 CF= 1.00 Shear Stress: Fv = 170 psi Fv' = 196 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi Comp. -L to Grain: Fc -1= 625 psi E'= 1600 ksi Fc - l' _ .625 psi Controlling Moment: 6468 ft -Ib 5.15 ft from left support Created by combining all dead and live loads. Controlling Shear: 2512 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 49.99 in3 82.73 in3 Area (Shear): 19.27 in2 52.25 in2 Moment of Inertia (deflection): 112.4 in4 392.96 in4 Moment: 6468 ft -Ib 10703 ft -Ib Shear: 25121b 68101b \ StruCalc 9.0 page StruCalc Version 9.0.2.5 8/22/2016 11:18:59 AM / of )ING DIAGRAM ,t 10.3 ft ROOF LOADING LENGTHS AND LOADS Adjusted Beam Length: Side One: 10.3 ft Beam Self Weight: ' Roof Live Load: ; LL = 16. psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 1 ft Side Two: 488 plf Roof Live Load: LL = 16 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 13 ft Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 144.2 plf plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 10.3 ft Beam Self Weight: ' BSW = 11 pif Beam Uniform Live Load: wL = 224 plf Beam Uniform Dead Load: wD_adj = 264 plf Total Uniform Load: WT = 488 plf Cd -1.00 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. L to Grain: Fc -1= 625 psi Fc --L=, 625 psi Controlling Moment: 5672 ft -Ib - 3.15 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3601 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 .k Comparisons with required sections: Read Provided Section Modulus: 50.42 in3 82.73 in3 Area (Shear): 31.78 in2 52.25 int Moment of Inertia (deflection): 80.39 in4 392.96 in4 Moment: 5672 ft -Ib 9307 ft -Ib Shear: 3601 Ib 5922 Ib NOTES page Project:)(n StruCalc 9.0 Location: Rear French Doors StruCalc Version 9.0.2.5 8/22/2016 11:54:36 AM / Multi -Loaded Multi -Span Beam or [2012 International Building Code(2012 NDS)] • ' 5.5 IN x 9.5 IN x 6.3 FT I #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 64.1 % Controlling Factor: Moment DEFLECTIONS Center. LOADING DIAGRAM Live Load 0.04 IN U1876 Dead Load 0.02 in Total Load 0.06 IN U1173 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 2252 Ib 2252 Ib Dead Load 1349 Ib 1349 Ib Total Load 3601 Ib 3601 Ib Bearing Length 1.05 in 1.05 in BEAM DATA Center Span Length 6.3 ft Unbraced Length -Top 0 ft 6.3 ft Unbraced Length -Bottom 6.3 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 715 plf #1 - Douglas -Fir -Larch Uniform Dead Load 417 plf Base Values Ad_ u� Sted Beam Self Weight 11 plf Bending Stress: Fb = 1350 psi Fb' = 1350 psi Total Uniform Load 1143 plf Cd=1.00 CF= 1.00 Shear Stress: Fv = 170 psi Fv' = 170 psi Cd -1.00 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. L to Grain: Fc -1= 625 psi Fc --L=, 625 psi Controlling Moment: 5672 ft -Ib - 3.15 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3601 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 .k Comparisons with required sections: Read Provided Section Modulus: 50.42 in3 82.73 in3 Area (Shear): 31.78 in2 52.25 int Moment of Inertia (deflection): 80.39 in4 392.96 in4 Moment: 5672 ft -Ib 9307 ft -Ib Shear: 3601 Ib 5922 Ib NOTES Controlling Moment: 4147 ft -Ib 2.65 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3129 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 41.47 in3 51.56 in3 Area (Shear): 27.61 in2 41.25 int Moment of Inertia (deflection): 49.44 in4 193.36 in4 Moment: 4147 ft -Ib 5156 ft -Ib Shear: 3129 lb 4675 lb Project: �'}�� page StruCalc 9.0 Location: 5050 FX Window Header @ Rear StruCalc Version 9.0.2.5 8/22/2016 11:58:01 AM / Multi -Loaded Multi -Span Beam or (2012 International Building Code(2012 NDS)] 5.5 IN x 7.5 IN x 5.3 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 24.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN U1488 Dead Load 0.03 in Total Load 0.07 IN U939 ` Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A_ B Live Load 1974 Ib 1974 Ib Dead Load 1155 Ib 1155 Ib Total Load 3129 Ib 3129 Ib Bearing Length 0.91 in 0.91 in BEAM DATA Center Span Length 5.3 ft Unbraced Length -Top 0 ft 5.3 ft — — Unbraced Length -Bottom 5.3 ft Live Load Duration Factor 1.00 ` Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 745 plf #1 - Douglas -Fir -Larch Uniform Dead Load , 427 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb = 1200 psi Fb' = 1200 psi Total Uniform Load 1181 plf Cd=1.00 CF= 1.00 Shear Stress: Fv = 170 psi Fv' = 170 psi Cd=1.00 Modulus of,Elasticity: E = 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc-- -L = 625 psi Fc -1' = 625 psi Controlling Moment: 4147 ft -Ib 2.65 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3129 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 41.47 in3 51.56 in3 Area (Shear): 27.61 in2 41.25 int Moment of Inertia (deflection): 49.44 in4 193.36 in4 Moment: 4147 ft -Ib 5156 ft -Ib Shear: 3129 lb 4675 lb Controlling Moment: 7164 ft -Ib 5.7 ft from left support Created by combining all dead and live loads. Controlling Shear: -2083 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Project: a uTJv� Section Modulus: Location: Porch Beam 82.73 in3 Roof Beam 14.7 int [2012 International Building Code(2012 NDS)] Moment of Inertia (deflection): 5.5 IN x 9.5 IN x 11.4 FT 392.96 in4 #1 - Douglas -Fir -Larch - Dry Use 7164 ft -Ib Section Adequate By: 62.4% Shear: Controlling Factor: Moment 7402 lb DEFLECTIONS Center 270 Live Load 0.14 IN U1006 LL = Dead Load 0.11 in psf Total Load 0.25 IN U554 DL= Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Tributary Width: Live Load 1092 Ib 1142 Ib 2 Dead Load 903 Ib 941 Ib Point Live Load Total Load 1995 Ib 2083 Ib 570 Bearing Length 0.58 in 0.61 in Point Dead Load DL= 428 BEAM DATA Point Load Location Span Length 11.4 ft 6.2 Unbraced Length -Top 0 ft Wall Load: Unbraced Length -Bottom 0 ft 0 Roof Pitch ' 3 :12 Non -Snow Roof Loaded Area: Roof Duration Factor 1.25 83.2 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 1350 psi Fb' = 1688 psi Cd=1.25 CF= 1.00 Shear Stress: Fv = 170 psi Fv' = 213 psi Cd=1.25 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc --L= 625 psi Fc - -L' = 625 psi. Controlling Moment: 7164 ft -Ib 5.7 ft from left support Created by combining all dead and live loads. Controlling Shear: -2083 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 50.94 in3 82.73 in3 Area (Shear): 14.7 int 52.25 in2 Moment of Inertia (deflection): 127.7 in4 392.96 in4 Moment: 7164 ft -Ib 11634 ft -Ib Shear: -2083 Ib 7402 lb StruCalc 9.0 Page StruCalc Version 9.0.2.5 8/22/2016 1:45:51 PM or/ Side One: Adjusted Beam Length: Ladj = 11.4 Roof Live Load: ' LL = 20 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 5.3 ft Side Two: Total Uniform Load: WT = 270 Roof Live Load: LL = 20 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 2 ft Point Live Load LL = 570 Ib Point Dead Load DL= 428 Ib r Point Load Location @ 6.2 ft Wall Load: WALL = 0 plf Non -Snow Roof Loaded Area: RLA = 83.2 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 11.4 ft Beam Self Weight: BSW = 11 plf Beam Uniform Live Load: wL = 146 plf Beam Uniform Dead Load: wD_adj = 124 pff Total Uniform Load: WT = 270 plf Project: Location: PORCH BEAM Roof Beam 12015 International Building Code(2012 NDS)J 5.5 INx9.5INx12.8FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 118.9% Controlling Factor: Moment DEFLECTIONS Center Adjusted Beam Length: Live Load 0.13 IN U1142 Roof Live Load: Dead Load 0.11 in - Created by combining all dead and live loads. psf Total Load 0.25 IN L/616 DL= Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B TW = Live Load 896 lb 896 Ib Comparisons with required sections: Dead Load 765 Ib 765 Ib Section Modulus: Total Load 1661 lb 1661 Ib Area (Shear): Bearing Length 0-48 in 0.48 in Moment of Inertia (deflection): BEAM DATA 392.96 in4 Moment: Span Length 12.8 ft , Unbraced Length -Top 0 ft 0 Unbraced Length -Bottom 0 ft RIA = Roof Pitch 3 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES #1 - Douglas -Fr -Larch Base Values Adiusted Bending Stress: Fb = 1350 psi Fb' = -1688 psi . _ Cd=1.25 CF= 1.00 Shear Stress: Fv = 170 psi Fv' = 213 psi Cd=1.25 Modulus of Elasticity- E = 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc - L = 625 psi Fc --L = 625 psi Controlling Moment: 5316 ft -lb Adjusted Beam Length: 6.4 ft from left support Roof Live Load: LL = Created by combining all dead and live loads. psf Controlling Shear: 1661 Ib DL= 15 At support Tributary Width: TW = Created by combining all dead and five loads. ft Comparisons with required sections: Read Provided Section Modulus: 37.8 in3 82.73 in3 Area (Shear): 11.73 in2 52.25 in2 Moment of Inertia (deflection): 114.8 in4 392.96 in4 Moment: 5316 ft -Ib 11634 ft -Ib Shear: 1661 Ib 7402 lb .�� GregoryA Peitz, Architect arae e of StruCalc Version 9.0.2.5 9/6/2016 11:29:52 PM Side One: Adjusted Beam Length: Ladj = Roof Live Load: LL = 20 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 5 ft Side Two: plf Total Uniform Load: WT = Roof Live Load: LL = 20 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 2 ft Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RIA = 89.6 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 12.8 ft Beam Self Weight BSW = 11 plf Beam Uniform Live Load: wL = 140 plf Beam Uniform Dead Load: wD_adj = 120 plf Total Uniform Load: WT = 260 plf Controlling Moment: 4281 ft -lb 7.25 ft from left support Created by combining all dead and live loads_ Controlling Shear: -1181 Ib At support. Created by combining all dead and five loads. Comparisons with required sections: Read Project: . Section Modulus: location: PORCH BEAM 82.73 in3 Roof Beam 8.34 int [2015 International Building Code(2012 NDS)] Moment of Inertia (deflection): 5.5 IN x 9.5 IN x 14.5 Fir 392.96 in4 #1 - Douglas -Fir -Larch - Dry Use 4281 ft -Ib Section Adequate By: 171.7% ' Controlling Factor: Moment 7402 Ib DEFLECTIONS Center WT = Live Load 0.13 IN U7347 LL = Dead Load 0.13. in psf Total Load 0.26 IN 0675 -DL =. Live Load Deflection Criteria: 0240 Total Load Deflection Criteria: U180 psf Tributary Width: REACTIONS A B 1.3 Live Load 592 lb 592 Ib Wall Load: Dead Load 589 Ib 589 Ib 0 Total Load 1181 lb 1181 Ib Non -Snow Roof Loaded Area: Bearing Length 0.34 in 0.34 in 62.4 pif BEAM DATA Span Length 14.5 ft Unbraced Length Top 0 ft Unbraced Length -Bottom : 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 1350 psi Fb' = 1688 psi Cd=1.25 CF= 1-00 Shear Stress: Fv = 170 psi FV = 213 psi Cd=1.25 Modulus of Elasticity: E _, 1600 ksi IF _ 1600 ksi Comp. -L to Grain: Fc --L= 625 psi Fc --L = 625 psi Controlling Moment: 4281 ft -lb 7.25 ft from left support Created by combining all dead and live loads_ Controlling Shear: -1181 Ib At support. Created by combining all dead and five loads. Comparisons with required sections: Read Provided Section Modulus: 30.44 in3 82.73 in3 Area (Shear): 8.34 int 52.25 int Moment of Inertia (deflection): 104.74 in4 392.96 in4 Moment: 4281 ft -Ib 11634 ft -Ib Shear: -1181 Ib 7402 Ib NOTES 2� Gregory A Peitz, Architect vase � of StruCalc Version 9.0.2.5 9/6/2016 11:29:11 PM Side One: Adjusted Beam Length: Ladj = Roof Live Load: LL = 19 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 3 ft Side Two: plf Total Uniform Load: WT = Roof Live Load: LL = 19 psf Roof Dead Load: -DL =. 15 psf Tributary Width: TW = 1.3 ft Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 62.4 pif SLOPMTCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 14.5 ft Beam Self Weight. BSW = 11 plf Beam Uniform Live Load: wL = 82 plf Beam Uniform Dead Load: wD_adj = 81 plf Total Uniform Load: WT = 163 pff 21i, StruCalc 9.0 vese StruCalc Version 9.0.2.5 8/22/2016 1:52:55 PM / of LOADING DIAGRAM LENGTHS 'Project.�n ��to-i Adjusted Beam Length: Location: T Wide Upstairs Window Headers 3.3 Roof Beam Beam Self Weight: [2012 International Building Code(2012 NDS)] 3.3 k 5.5 IN x 5.5 IN x 3.3 FT — — #1 - Douglas -Fir -Larch - Dry Use 256' Section Adequate By: 362.1% Beam Uniform Dead Load: Controlling Factor' Moment 295 DEFLECTIONS Center Total Uniform Load: Live Load 0.01 IN L17074 551 Dead Load 0.01 in Total Load 0.01 IN U3287 LL = Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 ' REACTIONS A B Roof Dead Load: Live Load 422 Ib 422 Ib 15 Dead Load 487 Ib 487 Ib Tributary Width: Total Load 909 lb 909 Ib 14.5 Bearing Length 0.26 in 0.26 in Side Two: BEAM DATA Roof Live Load: Span Length 3.3 ft 16 Unbraced Length -Top 0 ft ' Roof Dead Load: Unbraced Length -Bottom 0 ft 15 Roof Pitch 8 :12 Tributary Width: Roof Duration Factor 1.25 1.5 MATERIAL PROPERTIES Wall Load: #1 - Douglas -Fir -Larch 0 Base Values Adjusted Bending Stress: Fb = 1200 psi Fb' = 1500 psi Cd=1.25 CF= 1.00 Shear Stress: Fv = 170 psi Fv' = 213 psi Cd=1.25 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 750 ft -Ib 1.65 ft from left support Created by combining all dead and live loads. Controlling Shear: 909 Ib At support. Created by combining all dead and live loads. Comparisons with required_ sections: Read Provided Section Modulus: 6 in3 27.73 in3 Area (Shear): 6.42 in2 30.25 in2 Moment of Inertia (deflection): 4.18 in4 76.26 in4 Moment: 750 ft -Ib 3466 ft -Ib Shear: 909 lb 4285 lb 21i, StruCalc 9.0 vese StruCalc Version 9.0.2.5 8/22/2016 1:52:55 PM / of LOADING DIAGRAM LENGTHS AND LOADS Adjusted Beam Length: Ladj = 3.3 ft Beam Self Weight: BSW = 3.3 k plf — — wL = 256' plf Beam Uniform Dead Load: ROOF LOADING 295 plf Total Uniform Load: Side One: 551 plf Roof Live Load: LL = 16 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 14.5 ft Side Two: Roof Live Load: LL = 16 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 1.5 ft Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 52.8 plf plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 3.3 ft Beam Self Weight: BSW = 7 plf Beam Uniform Live Load: wL = 256' plf Beam Uniform Dead Load: wD_adj = 295 plf Total Uniform Load: WT = 551 plf M � , �// •`\ to CORY CANY t 7 � SCALE 1 a Jz- I BUILDING AREA -7 MINIMUM EROSION AND SEDIMENT CONTROLS FOR PROJECTS DISTURBING LESS THAN ONE ACRE THE 5MP5 (BEST M�EN'T PRACTICES) LISTED BELOW MUST BE IN PLACE DURING THE RAINY SEASON (OCTOBER 15 THROUGH APRIL 15) AND MAY BE REQUIRED AT OTHER TIMES BASED ON WEATHER AND SITE CONDITIONS THROUGHOUT THE YEAR. THE BMPS LISTED ARE MINIMUM REQUIREMENTS AND ADDITIONAL BMPS COULD BE REQUIRED BASED ON SITE CONDITIONS. I. STABILIZED ENTRY. PROVIDE MINIMUM 5' TO 6" FRACTURED ROCK 50' LONG x 15' WIDE BY 6' DEEP OVER CONSTRUCTION GRADE FABRIC. 2. ALL SOILS TRACKED ONTO PAVED ROADWAYS MUST BE CLEANED ON A DAILY BA515. WHEN STREETS ARE WET OR DURING A RAIN EVENT THERE SHALL BE NO TRACKING OF SOILS ONTO THE STREET. 5. WATTLES SHALL BE INSTALLED PROPERLY, BEHIND CURB OR SIDEWALKS. 4. ROCK BAG5 (MINIMUM 2 PER SIDW AT ALL DRAIN INLET LOCATIONS WITHIN 150' OF THE PROJECT SITE. 5. INTERNAL FILTERS SHALL BE PLACED INSIDE EACH DRAIN INLET. 6. TRASH BARS SHALL BE PLACED ACROSS THE BACK OF ALL DRAIN INLETS. T. STABILIZE ALL DISTURBED 501L.S IN THE FRONT YARD AREAS WITHIN IS' OP THE BACK CURB OR SIDEWALK. (STRAW OR EROSION BLANKETS MAY BE USED FOR THIS APPLICATION) 6. STABILIZE ALL SLOPES WHERE EROSION COULD OCCUR AND CAUSE SILT RUN OFF. (STRAW, VISOUEEN OR EROSION BLANKETS MAY BE USED FOR THIS APPLICATION) q. ALL PAINT, FUEL, CONSTRUCTION PRODUCTS ETC. SHALL BE STORED IN A COVERED LOCATION AWAY FROM 51DEWALK5 AND STORM DRAIN INLETS. 10. PORTABLE CHEMICAL TOILETS IF PROVIDED ON THE 51TE MUST BE KEPT OFF OF STREETS AND SIDEWALKS AND A LEAST 50' FROM THE NEAREST STORM DRAIN. 11. ALL TRASH MUST BE COLLECTED AND STORED PROPERLY. DO NOT LFT ITEMS SUCH AS DRYWALL MUD 130)e5, PAINT BUCKETS, CLEANING MATERIAL CONTAINERS, ETC. COME IN CONTACT WITH ANY RAINFALL OR STORM WATER RUNOFF. 12. PROVIDE A DESI6NATED AREA FOR CONCRETE WASHOUT. HAY BAILS LINED WITH VISQUEEN MAY BE USED FOR THIS APPLICATION. ROLLAWAY BINS MAY ALSO BE USED. ALL CONCRETE WASHOUT SYSTEMS SHALL BE PLACED OFF OF THE PAVED STREETS. 15. AFTER INSTALLATION OF THE ABOVE ITEMS ARE COMPLETE, A MAINTENANCE PR06RAM NEEDS TO BE DEVELOPED TO INSURE THE CONTINUED EFFECTIVENESS OF YOUR BMPS. SITE PLAN PERMIT I BUTTE COUNTY D ELOPMENT SERVICES - REVIEWED FOR CODE COMPLIANCE i - r DATE 1 G O R Y CANYON R D RECEIVED NOV 0 3 201,66 TRB AND ASSOCIATES . . S I TE PLAN I ivv v s f d C� T .fl 7 LO ei N N (D eH 0 N M O .4 OWNER: MARK 4 JENNIFER CU5TAF50N SITE INFO: GORY GREEK RD. SHEET GREGORY A. P ETT Z ., ADDRESS: P.O. BOX 55(oct . OROVILLE, GA ARCHITECT CHICO CA 4Q.72 ACRES - 383 Rio Lindo Ave. Chico, CA. 95926 (530) 894.5719 PHONE: APN: 041-600-021 of: ONE f d C� T .fl 7 LO ei N N (D eH 0 N M O .4 RECEIVED U.S. DEPARTMENT OF HOMELAND SECURITY OMB No. 1660-0008 Federal Emergency Management Agency SEP 2 6 2016 Expiration Date: November 30, 2018 National Flood Insurance Program ELEVATION CMWWAIFE du Important Follow the instructions on pages 1-9. 7 Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. SECTION A — PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Policy Number: Mark and Jennifer Gustafson A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Company NAIC Number: Box No. Cory Creek Road City State ZIP Code Oroville California 95965 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) APN: 041-600-021 Lot 6 of Cory Canyon Ranch A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential A5. Latitude/Longitude: Lat. Long. Horizontal Datum: ❑ NAD 1927 ❑ NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 8 PERMIT # BUTTE COUNTY DEVELOPMENT SERVICE-, A8. For a building with a crawlspace or enclosure(s): REVIEWED FOR CODE COMPLIANCE a) Square footage of crawlspace or enclosures) 1,340 sq ft j� I z' S 11 (0, T b) Number of permanent flood openings in the crawlspace or enclosure(s) within YY tEi� 4dj;�Tgrade 4 c) Total net area of flood openings in A8.b 1,728 sq in COUNTY d) Engineered flood openings? ❑ Yes ❑ No SEP 2 12016 A9. For a building with an attached garage: DEVELOPMENT a) Square footage of attached garage 715 sq ft SERVICES b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A9.b sq in d) Engineered flood openings? ❑ Yes ❑ No SECTION B — FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State Butte County 060017 Butte California B4. Map/Panel B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood Zone(s) B9. Base Flood Elevation(s) Number Date Effective/ (Zone AO, use Base Revised Date Flood Depth) 06007CO550 E 01/06/2011 01/06/2011 A 316 B10. Indicate the source of the Base Flood Elevation (BFE) data or'base flood depth entered in Item 69: ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑x Other/Source: FIRM Map & Topographic Field Survey B11. Indicate elevation datum used for BFE in Item 139: ❑ NGVD 1929 ❑x NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑x No Designation Date: ❑ CBRS ❑ OPA FEMA Form 086-0-33 (7/15) Replaces all previous editions. rl 0,694 Form Page 1 of 6 =t GVATInN r_FRTIFICATF OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: Cory Creek Road City State ZIP Code Company NAIC Number Oroville California 95965 SECTION C — BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑x Construction Drawings" ❑ Building Under Construction" ❑ Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations — Zones Al—A30, AE, AH, A (with BFE), VE, V1 V30, V (with BFE), AR, AR/A, ARAE, AR/A1—A30, AR/AH, AR/AO. Complete Items C2.a—h below according to the building diagram specified in Item AT In Puerto Rico only, enter meters. Benchmark Utilized: Butte County BM# 237 Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations in items a) through h) below. ❑ NGVD 1929 ❑x NAVD 1988 ❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 316.0 feet ❑ meters b) Top of the next higher floor 317. 0 ❑x feet ❑ meters c) Bottom of the lowest horizontal structural member (V Zones only)❑x feet EJmeters ✓ d) Attached garage (top of slab) 316 67 feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building 317 0 ❑x feet ❑ meters (Describe type of equipment and location in Comments) 0 Lowest adjacent (finished) grade next to building (LAG) 316.0 feet ❑ meters g) Highest adjacent (finished) grade next to building (HAG) 316 36 ❑x feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs, including x❑ feet ❑ meters structural support SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. this Certificate represents my best efforts to interpret the data available. 1 understand that any false 1 certify that the information on statement maybe punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? ❑ Yes ❑ No ❑ Check here if attachments. Certifier's Name License Number Lauren J. McSwain 8754 O D S Title Professional Land Surveyor 0 O . W 1 Company Name Feeney Engineering & Surveying, Inc. a FWe8754 N�A 2 Address PMB 301, 236 W. East Avenue, Suite A 9i` P �OFC ZIP Code City State Chico California 95926 Sign Date Telephone (530) 570-7174 Copy ge ofthi levation Ce ' and all attachments for (1) community official, (2) insurance agenticompany, and (3) building owner. Comments (including type of equipment and location, per C2(e), if applicable) The vertical benchmark was converted from NGVD 1929 to NAVD 1988 by using the National Geodetic Website height conversion calculator. FEMA Form 086-0-33 (7/15) Replaces all previous editions. rv"" r Qyu ` "' " W it CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMXtCJE1', DICE METHOD Project Name: GUSTAFSON 2350 Calculation Date/Time: 11:54, Wed, Aug 17, 2016 Calculation Description: Compliance SEP 2 6 2016 Input File Name: Gustafson 2350.ribd 11-216, - xi 7 BUTTE CF1R-PRF-01 COUNTY Page 1 of 10 SFP 21 gnu GENERAL INFORMATION TRB AND ASSOCIATES 01 01 Project Name GUSTAFSON 2350 02 VhVELOPMENT 02 Calculation Description Residence 08 'tl'' 03 Project Location WILLIAMS ROAD Compliance Margin Percent Improvement 04 City OROVILLE, CA 05 Standards Version Compliance 2015 06 Zip Code 95965 07 Compliance Manager Version BEMCmpMgr 2013-4b (433) 08 Climate Zone CZ11 09 Software Version CBECC-Res 2013-4b (812) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 0 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft) 2350 15 Number of Zones 1 16 Slab Area (ft2) 0 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No 20 Addition Slab Arear(ft2) N/A 21 Glazing Percentage (%) 19.5% COMPLIANCE RESULTS 01 Building Complies with Computer. Performaince`� 02 tk. ±a�t c irrr This building incorporates features that require field testing and/orvenficatiomby a certified: HERS eater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features hown below'. 08 'tl'' *—*Ql G: t Is rcnrvn BUTTE COUNTY C ELOPMENT SERVICES REVIEWED FOR OODE COMPLIANCE y��l�mn-nmmnPw ���idn'inR717A-t10nnn0(tA(x CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2016-08-17 12:01:16 Report Version - CF1R-03112016-433 TR13 AND ASSOCIATES HERS Provider: CaICERTS inc. Report Generated at: 2016-08-17 11:56:15 -:R I;-�- C 94 C6 Q ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 48.19 , 46.13 2.06 4.3% Space Cooling 53.79 44.82 8.97 16.7% IAQ Ventilation Water Heating 1.06 31.42 1.06 21.99 0.00 3 0 30.0% Photovoltaic Offset -- 0.00 0.00 �P.2016-- Compliance Energy Total 134.46 114.00 20.46 15.2% rcnrvn BUTTE COUNTY C ELOPMENT SERVICES REVIEWED FOR OODE COMPLIANCE y��l�mn-nmmnPw ���idn'inR717A-t10nnn0(tA(x CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2016-08-17 12:01:16 Report Version - CF1R-03112016-433 TR13 AND ASSOCIATES HERS Provider: CaICERTS inc. Report Generated at: 2016-08-17 11:56:15 -:R I;-�- C 94 C6 Q r, CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD. Project Name: GUSTAFSON 2350 : , Calculation Date/Time: 11:54, Wed, Aug 17, 2016 Calculation Description: Compliance _, ` Input File Name: Gustafson 2350.ribd 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 CF1 R -PRF -01 Page 2 of 10 HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. 1 Building -level Verifications: • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow ' • Verified EER • Refrigerant Charge • Fan Efficacy Watts/CFM 4. ?. HVAC Distribution System Verifications: • Duct Sealing• ' Domestic Hot Water System Verifications: - • --None f ; ENERGY DESIGN RATING- „/r "" I"10) This is the sum of the annual TDV energy consumption energy use componen$s`i luded in`+the performance compliance app`roafh fog the Standard Design Building (Energy Budget) and the annual TDV for lighting by Title 24, Part 6 domestic -and accounting for the annual TDV energy offset by an energy consumption and component—s•oot,regulated (such as appliances consumerelectromcs)=and . - on-site renewable energy system. �"'+� ` Reference Energy Use Energy,Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* 192.46 172.00 20.46 10.6% ` includes calculated Appliances and Miscellaneous Energy Use (AMEU) : ✓ ►- s , BUILDING - FEATURES INFORMATION 01 02 03 04, 05 06 07• ` Project Name t Conditioned Floor Area (ft2) Number of DwellingNumber t Units Number of Bedrooms - Number of Zones of Ventilation Cooling Systems' Number of Water Heating Systems GUSTAFSON 2350 2350 _ 1 • .d 3 ' 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 Conditioned Conditioned HVAC System 1 2350 - 10. Water Heater Registration Number: 216-N0306717A-000000000-0000 Registration Date/Time: 2016-08-17 12:01:16 HERS Provider: CaiCERTS inc. ` CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 , : ' Report Generated at: 2016-08-17 11:56:15 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: GUSTAFSON 2350 Calculation Date/Time: 11:54, Wed, Aug 17, 2016 Calculation Description: Compliance Input File Name: Gustafson 2350.ribd CFI R -PRF -01 Page 3 of 10 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Fwall Conditioned R19 Wall 0 Front 891 211 90 Bwall Conditioned R19 Wall 180 Back 891 211 90 Rwall Conditioned R19 Wall 270 Right 576.5 52 90 Lwall Conditioned R19 Wall 90 Left 446.5 9 90 GarToHouse Conditioned>>Garage Gar House R19 130 17.77 Kwall Conditioned>>Attic Kwall R19 185 Ceiling (below attic) 1 Conditioned R49 Ceiling below attic 1340 �{ Floor Over Crawlspace Conditioned R19 2x6 FlrOvrCrawl 1340 Gwall Front 1r Garage Garage Ext Wall 0 Front 290 160 90 Gwall Left - - Garage--_ ,�.. Garage Ext Wall 90 Left 260 90 Gwall Right �.``4 Garage 1 - Garage Ext Wall 270 _ Right 130 90 Gwall Back ; << Garage Garage Ext Wall` ; O� 80 I (Back =,42 90 Gar CeilingCIgBIwAttic Co s N 715 tom`►~ ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Gar Attic Asphalt RB Roof Ventilated 8 0.1 0.85 Yes No Attic Asphalt RB Roof Ventilated 8 0.1 0.85 Yes No Registration Number: 216-N0306717A-000000000-0000 Registration Date/Time: 2016-08-17 12:01:16 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-03112016-433 Report Generated at: 2016-08-17 11:56:15 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: GUSTAFSON 2350 Calculation Description: Compliance Calculation Date/Time: 11:54, Wed, Aug 17, 2016 Input File Name: Gustafson 2350.ribd CF1 R -PRF -01 Page 4of10 WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft) 11.11 -factor SHGC Exterior Shading 2040 SH (L -DRY) Window Fwall (Front -0) 2.0 4.0 1 8.0 0.34 0.28 Insect Screen (default) 2040 SH (PDR) Window Fwall (Front -0) 2.0 4.0 1 1 8.0 0.34 1 0.28 Insect Screen (default) 3060 SH (L -DINING) Window Fwall (Front -0) 3.0 6.0 1 18.0 0.34 0.28 Insect Screen (default) 3060 SH (R -DINING) Window Fwall (Front -0) 3.0 6.0 1 18.0 0.34 0.28 Insect Screen (default) 2060 FX (L -ENTRY) Window Fwall (Front -0) 2.0 6.0 1 12.0 0.33 0.29 Insect Screen (default) 2060 FX (R -ENTRY) Window Fwall (Front -0) 2.0 6.0 1 12.0 0.33 0.29 Insect Screen (default) 3060 SH (L -DEN) Window Fwall (Front -0) 3.0 6.0 1 18.0 0.34 0.28 Insect Screen (default) 3060 SH (R -DEN) Window x Fwall (Front -0) 3.0 6.0 1 18.0 0.34 0.28 Insect Screen (default) 3050 SH (L -BED) -2 Window Fwall (Front -0) 3.0 5.0 1 15.0 0.34 0.28 Insect Screen (default) 3050 SH (R -BED) -2 Window Fwall (Front -0) 3.0 5.0 1 15.0 0.34 0.28 Insect Screen (default) 3050 SH (ENTRY) -2 Window, - Fwall (Front -0) 3.0 5.0 1 15.0 0.34 0.28 Insect Screen (default) 3050 SHL-MSTR ( BED) -2 Window r a-- (- �+ Fwall Front -0) -'' 3.0 J! i E �.` 5.0 .,_ 1 i"�Z 15.0 0.34 0.28 Insect Screen ( default) 3050 SH (R-MSTR BED) -2 Window ",- /rte i Fwall (Front 0) � ) 3A (- ?�;0 1 _ `�1;5 0 0.34 0.28 Insect Screen (default) 2650 SH (L -FAMILY) Window ` Bwall (6ack=180) ` 2Y ` : ` 6A L '(15.0 0.34 0.28 Insect Screen (default) 5050 FIX (C -FAMILY) Window Bwall (Back -180) 5.0 5.0 1 25.0 0.33 0.29 Insect Screen (default) 2650 SH (R -FAMILY) Window Bwall (Back -180) 2.5 5.0 1 12.5 0.34 0.28 Insect Screen (default) 6080 FR (NOOK) Window Bwall (Back -180) 6.0 8.0 1 48.0 0.34 0.30 Insect Screen (default) 2046 SH (L -KITCHEN) Window Bwall (Back -180) 2.0 4.5 1 9.0 0.34 0.28 Insect Screen (default) 5046 FIX (KITCHEN) Window Bwall (Back -180) 5.0 4.5 1 22.5 0.33 0.29 Insect Screen (default) 2046 SH (R -KITCHEN) Window Bwall (Back -180) 2.0 4.5 1 9.0 0.34 0.28 Insect Screen (default) 2040 SH (LDRY) Window Bwall (Back -180) 2.0 4.0 1 8.0 0.34 0.28 Insect Screen (default) 3040 SH (L-MSTR BATH}2 Window Bwall (Back -180) 3.0 4.0 1 12.0 0.34 0.28 Insect Screen (default) 3040 SH (R-MSTR BATHY2 Window Bwall (Back -180) 3.0 4.0 1 12.0 0.34 0.28 Insect Screen (default) 2020 AWN (MSTR BATH) -2 Window Bwall (Back -180) 2.0 2.0 1 4.0 0.34 0.28 Insect Screen (default) 2020 AWN (BATH) -2 Window Bwall (Back -180) 2.0 2.0 1 4.0 0.34 0.28 Insect Screen (default) Registration Number: 216-N0306717A-000000000-0000 Registration Datefl-ime: 2016-08-17 12:01:16 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-03112016-433 Report Generated at: 2016-08-17 11:56:15 s CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: GUSTAFSON 2350 Calculation Date/Time: 11:54, Wed, Aug 17, 2016 Calculation Description: Compliance Input File Name: Gustafson 2350.ribd CF1 R -PRF -01 Page 5 of 10 3050 SH (BL -BED) -2 Window Bwall (Back -180) 3.0 5.0 1 15.0 0.34 0.28 Insect Screen (default) 3050 SH (BR -BED) -2 Window Bwall (Back -180) 3.0 5.0 1 15.0 0.34 0.28 Insect Screen (default) 5050 FIX (FAMILY) Window Rwall (Right -270) 5.0 5.0 1 25.0 0.33 0.29 Insect Screen (default) 3050 SH (MSTR Window Rwall (Right -270) 3.0 5.0 1 15.0 0.34 0.28 Insect Screen (default) BED) -2 3040 SH (ME)TR Window Rwall (Right -270) 3.0 4.0 1 12.0 0.34 0.28 Insect Screen (default) BATH) -2 2046 SH (KITCHEN) Window Lwall (Left -90) 2.0 4.5 1 9.0 1 0.34 1 0.28 1 Insect Screen (default) DOORS 01 02 03 04 Name Side of Building Area (ft) U -factor Front Dr Fwall 24.0 0.50 GarToHouse Dr GarToHouse 17.8 0.50 GDoor y/ ! 1 1 Gwall Front 80.0 1.00 GDoor-2 �, ti, +" Gwall Front 80.0 1.00 nco C E R T 5 t ell S Registration Number: 216-N0306717A-000000000-0000 Registration Date/Time: 2016-08-17 12:01:16 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-03112016-433 Report Generated at: 2016-08-17 11:56:15 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: GUSTAFSON 2350 Calculation Date/Time: 11:54, Wed, Aug 17, 2016 Calculation Description: Compliance Input File Name: Gustafson 2350.ribd CFI R -PRF -01 Page 6 of 10 OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up Distl- Bot Up Depth Top Up Dist R Bot Up 2040 SH (L'DRY) 11.2 2 3.7 43 0.5 7 2 9.7 0 4 12.4 6.3 0 2040 SH (PDR) 11.2 2 6.7 40 0.5 7 2 12.7 0 4 12.4 3.3 0 3060 SH (L -DINING) 7.2 2 16.8 43.2 0.5 0 0 0 0 0 0 0 0 3060 SH (R -DINING) 7.2 2 20 39 0.5 0 0 0 0 0 0 0 0 2060 FX (L -ENTRY) 5.8 2 28 32 0.5 0 0 0 0 0 0 0 0 2060 FX (R -ENTRY) 5.8 2 33 27 0.5 0 0 0 0 0 0 0 0 3060 SH (L -DEN) 7.2 1' 2 40 19 0.5 0 0 0 0 0 0 0 0 3060 SH (R -DEN) 7.2 2 44 15.5 0.5 0 0 0 0 0 0 0 0 3050 SH (L -BED) -2 1.3 2 6.5 32.5 0.9 0 0 0 0 0 0 0 0 3050 SH (R -BED) -2 1.3 2 9.8 29.2 0.9 0 0 0 0 0 0 0 0 3050 SH (L-MSTR BED) -2 1.3 2'. 30 9�,,_-� ____,.0, �„ 0n 0 0 0 0 0 0 3050 SH (R-MSTR BED) -2 1.3 -' .� 2 33 }5;7 L-0.9`;_,,); 1 0 011 r,, '3\ 0 0 0 0 0 0 2650 SH (L -FAMILY) 12.-"< ,.. k2 ,1-6:8:, % 418--1 , L - 9A 1 i OA 0 ; 0 0 0 0 0 0 5050 FIX (C -FAMILY) '12 2 L_V.5j= C5,38V CSB n �0 "'10-14, � 0*!!)� 0 0 0 0 0 2650 SH (R -FAMILY) 12 2' 24.8- 35.7 '0.8 "0 0-` 0` i 0 0 0 0 0 6080 FR (NOOK) 12 2 30.3 26.7 0.8 0 0 0 0 0 0 0 0 2046 SH (L -KITCHEN) 12 2 40.9 20.1 0.8 0 0 0 0 0 0 0 0 5046 FIX (KITCHEN) 12 2 43.2 14.8 0.8 0 0 0 0 0 0 0 0 2046 SH (R -KITCHEN) 12 2 48.5 12.5 0.8 0 0 0 0 0 0 0 0 2040 SH (LDRY) 0.8 2 30 50 0.5 23 12.4 23 0 6 2 4 0 3040 SH (L-MSTR BATH) -2 1.3 2 2.2 36.8 0.9 0 0 0 0 0 0 0 0 3040 SH (R-MSTR BATH) -2 1.3 2 5.7 33.3 0.9 0 0 0 0 0 0 0 0 2020 AWN (MSTR BATH) -2 1.3 2 11.1 28.9 0.9 0 0 0 0 0 0 0 0 2020 AWN (BATH) -2 1.3 2 24 16 0.9 0 0 0 0 0 0 0 0 3050 SH (BL -BED) -2 1.3 2 30.5 8.5 0.9 0 0 0 0 0 0 0 0 3050 SH (BR -BED) -2 1.3 2 33.8 5.2 0.9 0 0 0 0 0 0 0 0 5050 FIX (FAMILY) 12 2 26 16 0.8 0 0 0 0 0 0 0 0 2046 SH (KITCHEN) 0 0 0 0 0 44 2 9.5 0 0 0 0 0 Registration Number: 216-NO306717A-000000000-0000 Registration Date/Time: 2016-08-17 12:01:16 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-08-17 11:56:15 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: GUSTAFSON 2350 Calculation Date/Time: 11:54, Wed, Aug 17, 2016 Calculation Description: Compliance Input File Name: Gustafson 2350.ribd CFI R -PRF -01 Page 7 of 10 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 Garage Ext Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 Exterior Finish: 3 Coat Stucco Ceilings (below 2x4 Bottom Chord of Truss @ 24 Inside Finish: Gypsum Board RO CIgBIwAttic Cons attic) Wood Framed Ceiling in. O.C. none 0.481 Cavity/Frame: no insul. /2x4 Btm Chrd • Cavity/ Frame: no insul. / 2x4 • Roof Deck: Wood Siding/sheathing/decking Asphalt RB Roof Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board Ceilings (below q 2x4 Bottom Chord of Truss @ 24 Cavity/Frame: R-9.1 /2x4 Btm Chrd R49 Ceiling below attic attic) ' Wood Framed Ceiling in. O.C. R49 0.020 Over Ceiling Joists: R-39.9 insul. Inside Finish: Gypsum Board j f t Cavity / Frame: R-19 / 2x6 R19 Wall Exterior Walls 'Wood Framed Wall _ . 2x6 @ 16 in. O.C. R 19 0.072 Exterior Finish: 3 Coat Stucco Floors Cider y .•- r2x6fg7,16 ( Floor Surface: Carpeted Floor Deck: Wood Siding/sheathing/decking R19 2x6 FlrOvrCrawl Crawlspace��^ .Wood Framed Floor: in O"C b R 199 0049 Cavity/Frame: R -19/2x6 i' _, -r` �, r 1 `fig -y j j) i j'►- t Inside Finish: Gypsum Board Cavity/Frame: R -19/2x6 2x6 ;R ,. � Other Side Finish: Gypsum Board Gar House R19 Interior Walls Wood Framed'Wall @ 16 in O.C. 19 if u 067 • Inside Finish: Gypsum Board Kwall R19 Interior Walls Wood Framed Wall 2x6 @ 24 in. O.C. R 19 0.067 Cavity/Frame: R -19/2x6 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 (%) Water Heater - 1/1 DHW Standard Tankless .82 1 - none - Registration Number: 216-N0306717A-000000000-0000 - Registration Date/Time: 2016-08-17 12:01:16 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-03112016-433 Report Generated at: 2016-08-17 11:56:15 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: GUSTAFSON 2350 Calculation Date/Time: 11:54, Wed, Aug 17, 2016 Calculation Description: Compliance Input File Name: Gustafson 2350.ribd CF1 R -PRF -01 Page 8 of 10 WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) Tankless .82 Propane Small Storage 0 0.82 195000-Btu/hr 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 Water Heater - 1/1 .t --- --- --- --- --- J �. J�. SPACE CONDITIONING SYSTEMS 7 ; 01 ! C 7 i, _ w 02 03 04 05 06 SC Sys Name �.; 1 '1_System Type Heating Un}tName.— }Cooling Unit Name Fan Name Distribution Name E HVAC System 1 'Oilier, Heat ngfand Cooling S ste � �� � � I - } E..i FuYn 95 14 � s EE+ l_ 14 SEER- 12.2 EER � � HVAC Fan 1 Attic Default HVAC - HEATING UNIT TYPES k V i 01 02 03 Name Type Efficiency Furn 95 CntrlFurnace - Fuel -fired central furnace 95 AFUE HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name System Type Efficiency EER SEER Zonally Controlled Multi -speed Compressor HERS Verification 14 SEER - 12.2 EER SplitAirCond 12.2 14 Not Zonal Single Speed 14 SEER - 12.2 EER -hers -cool Registration Number: 216-N0306717A-000000000-0000 Registration Date/Time: 2016-08-17 12:01:16 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-08-17 11:56:15 • CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: GUSTAFSON 2350 Calculation Description: Compliance Calculation Date/Time: 11:54, Wed, Aug 17, 2016 Input File Name: Gustafson 2350.ribd CF1R-PRF-01 Page 9 of 10 HVAC COOLING - HERS VERIFICATION 01° 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge 14 SEER - 12.2 EER -hers -cool Required 350 Required Not Required Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Attic Default DuctsAttic Sealed and tested 8 Attic None Attic Default -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 HVAC Fan 1 Duct'Leakage Duct Leakage Verified Duct Verified Duct Buried Deeply Buried Low -leakage Name <r ;Verification Target (%) Location Design Ducts Ducts Air Handler Attic Default -hers -dist Required ­--_6.0 Not Required Not Required Not Required Not Required --- L t v..�+`E � t JOE Y r-+-" � iA1 �� ..++K i/.�-`•+ i F HVAC -FAN SYSTEMS f t �.'� � r -N, 11 � p ) 6 01 / r. �'+`` (02 �«= U 'a l .`"'� 03 0 04 Name H TypeFa Pow (WattsICFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 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 53.5 0.25 Default 0 Required Registration Number: 216-N0306717A-000000000-0000 Registration Date/Time: 2016-08-17 12:01:16 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-08-17 11:56:15 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: GUSTAFSON 2350 Calculation Description: Compliance Calculation Date/Time: 11:54, Wed, Aug 17, 2016 Input File Name: Gustafson 2350.ribd CF1R-PRF-01 Page 10 of 10 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: �re� �eitz Greg Peitz Company: Signature Date: Gregory A. Peitz Architecture 2016-08-17 12:01:16 Address: CEA/HERS Certification Identification (If applicable): 383 Rio Lindo Ave City/State/Zip: Phone: Chico, CA 95926 530-894-5719 RESPONSIBLE PERSON'S DECLARATION STATEMENT i I 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 perfoimahce 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. —.._ - _.1.` t.. 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: f �, _ + L�1'E tResponsible'Designer Signature: Greg Peitz Company: Date Signed: 2016-08-1712:01:16 Gregory A. Peitz Architecture Address: License: 383 Rio Lindo Ave C21283 City/State/Zip: Phone: Chico, CA 95926 530-894-5719 M Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-N0306717A-000000000-0000 Registration Date/Time: . 2016-08-17 12:01:16 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-08-17 11:56:15 t Alexandria Vallelunga From: Daniel McLaughlin <dmclaughlin@trbplus.com> Sent: Wednesday, November 30, 2016 2:14 PM To: doc-ctrl@trbplus.com Subject: 16.054.142.3 Attachments: Gustafson 2350 11-29-16 - 3rd RE -SUBMIT SECT.& FRMG.pdf Full review on behalf of Bill —APPROVED with redlines; 2.5 hours I slip sheeted the third round submittal (1 sheet) into the 2nd round plan set for both sets. I bundled all the approved documents together into the approved plan set. Let me know if you have questions. See below and attached document for redline permission. Summary of redlines: © Sheet 2: added strap over flat blocking at opening ® Sheet 2: Detail 5: Clarified that the 2x4 is continuous through the sheathing to wall top plate ® Sheet 4: Added partial ceiling for drawing coordination DAN From: Greg Peitz [mailto:gregpeitz@sbcglobal.net] Sent: Tuesday, November 29, 2016 3:28 PM To: dmclaughlin@trbplus.com Subject: Gustafson residence 16.054.142.2 Attached is a pdf with the comments added per our phone conversation. Please red -mark these comments to the plans. Thanks, Greg Gregory A. Peitz Architect 383 Rio Lindo Ave. Chico, Ca 95926 Phone: 530-894-5719 Fax: 530-894-1523 a