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HomeMy WebLinkAboutB16-1919 000-000-000 (2)GREGORY A. PEITZ ARCHITECT 383 RIO LINDO AVENUE, CHICO CA 95926 (530)894-5719- PROJECT:, 530)894-5719 PROJECT:, '�� � n ��' -Z)14p I have reviewed the truss submittal for the above project and all loading design criteria have been met.,. UlCgUry ti. rci« Architect r -IC . S I � +. BUM ` COUNTY AUG 31 2016 i DEVELOPMENT SERVICES GREGORY A. PE.I.•TZ ARCHITECT 383 Rio Lindo Ave., Chico, CA. 95926 (530) 894-5719., <. PERMIT# BUTTE COUNTY OEVEL PMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE j%23 % BY • r Struct•ural Calculations'fo.r: v v ,�i► DEVELOPMENT SERVICES • No. C , 128,3y 17• �� ���:•l� SOI JAStructuraAbbsign Data - Residential.doc 6 DESIGN DATA Code used: 2013 California Building Code', . Floor loading: Live loads: Uninhabitable attics w/o storage: l Opsf Uninhabitable attics w/ limited storage: 20psf Habitable attics and sleeping areas: 30psf All others except balconies and decks: 40psf Dead load -10lbs/square foot Roof loading: Live loads: 20lbs/SF 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 SI - 0.25 Site class D Design spectral response coefficients; SDS 0.579 SDI 0.317 Seismic design category D Basic seismic -force -resisting systems) 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 . J 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) t I Exposure: C (section 26.7) _ 4. Kzt = 1.0 (section 26.8) - 5. X = 1.29 (figure 28.6-1) ' 6. Roof slopes: 26.57° (6/12) 7. Mean roof height: 20 ft. PS = X Kt POO ( eq. 28.6-1) Wind Pressures Roof internal zone: (8.32 psf) (.6) = 4.99 psf Roof end zone: (9.46 psf) (.6) = 5.67 psf Wall internal zone: (22.37 psf) (.6) = 13.42 psf Wall end zone: (30.09 psf) (6) = 18.05 psf . s ` l NNN 66C J�J 000 ass 6 (. 11- 0 /,A) C) LINE RS,= '• 7t,E �c NALLS= Il: a 4 6• s SHEARWALLS GDX ply. w/ 8d's '@ (� 12 o.c., ❑ 5 coat plaster ❑ ( ) gyp. AT ALL SUPPORTS, BLOCKED ANCHOR BOLTS ~ ], GBG specified y2" c a.b.'s @ 6-0" o.c. w/ min. (2) a.b.'s per wall is adequate ❑ y2" (P .anchor bolts @ O.C. A35 / RBC = ❑ x RBC's @ 0.0. ❑ NONE REO'D OVERTURNING Al r ❑ No holdown's req'cl ❑ G516 Holddown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" ST6224 straps from 4x , • ' post to continous header. �] HDU2, 55TB16 @Single pour, 55TB20 @ 2 Pour ❑ HDU4, 5STB20 @ Single. pour, SSTB24 @ 2 Four COLLECTOR % CHORD ' ❑ T ) 16d's per top e splice, • ❑ G516 strap sp I ices ❑ ST6224 strap sp I ices ❑ Drag, Truss LINE / SHEARWALLS d ® 3/8" ODXply. w/ 8d's '@ S'i,12 o.c. ❑ 3 coat plaster ❑ ( )gyp. bd. w/ ( )� ( ), AT -ALL SUPPORTS, BLOCKED ANCHOR BOLTS ' ❑ GBG specified YY (P a.b.'s © 6'-O.' o.c: w/ min. (2) a.b.'s per, wall is adequate J/:2" 0 anchor bolts @ j'' ox.. A35 / RBC ❑ RBC's @ o.c. l�35's @ ❑ NONE REM ) OVERTURNING S,3 �' Hove r ^Ux K =7, ❑ No holdown's req'd % a ❑ 0516 Ho Idclown Straps to Rim Joist be low Portal f=rame w/ ' Simpson" ST6224 straps from 4x post to continous header. - ❑ HDU2, 55TB16 @ Single pour, 55TB20 @ 2 Pour HDU4, 5STB20 @ Single pour, SSTB24 @ 2 Pour COLLECTOR CHORD 6� ' ❑ • ( ) .160's per top q sp I ice ❑ 6516 strap sp 1 ices ❑ 5T&224 strap splices, ❑ - . Drag Truss 1 w LINE �.. R2,= 3, 30'<< HALLS= r% . a SHEARWALLS ❑ RBC's @ o.c. A35's @ L( 0. C. El NONE REO'D 'OVERTURNING ?z��r. c ❑ 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, SSTB20 @ 2 Pour HDU4, 55TB20 (9 Single pour, SSTB24 @ 2 Pour 0 ' (' ) 16d'5 per top g splice, ❑ 6516 strap splices ' ❑ 5T6224 strap sp I ices ❑ i' Drag Truss ' 3.3 . 7 y ? t� GDX ply. w/ ad's @ 3`' 112 o.c. 5',coat plaster F-1 AT ALL SUPPORTS, BLOCKED ANCHOR BOLTS ❑ GBG specified y2" (P a'b 's @ 6'-O" o'.c. w/ min. (2) ci b.'s per wall is adequate [] Y2" 0 anchor bolts @ O.C. " A35 / RBC ❑ RBC's @ o.c. A35's @ L( 0. C. El NONE REO'D 'OVERTURNING ?z��r. c ❑ 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, SSTB20 @ 2 Pour HDU4, 55TB20 (9 Single pour, SSTB24 @ 2 Pour 0 ' (' ) 16d'5 per top g splice, ❑ 6516 strap splices ' ❑ 5T6224 strap sp I ices ❑ i' Drag Truss ' Project - . Reo'd Location: GARAGE DOOR HEADER Section Modulus: Roof Beam 7425 in3 [2015 International Building Code(2012 NDS)] 9.46 in2 5.5 IN x 9.0 IN x 18.6 FT Moment of Inertia (deflection): 24F -V4 - Visually Graded Western Species - Dry Use 334.13 in4 Section Adequate By: 23.3% 4 Controlling Factor: Deflection Shear: DEFLECTIONS Center 10931 Ib Live Load 0.40 IN U554 wD_adj = Dead Load 0.60 in LL = Total Load 1.01 IN 1-1222 ` Live Load Deflection Criteria: 1-/240 Total Load Deflection Criteria: U180 DL = 15 REACTIONS A_ B Tributary Width: Live Load 837 Ib 837 Ib 2 Dead Load 1252 Ib 1252 lb Total Load 2089 m 2089 lb Bearing Length 0.58 in 0.58 in BEAM DATA Span Length 18.6 ft Unbraced Length Top 0 ft #„ Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by. Fb cmpr = 1850 psi Fb' = 3000 psi Cd'=1.25 Shear Stress: Fv = 265 psi FV = 331 psi Cd --1.25 Modulus of Elasticity. E= , 1800 ksi F= 1800 ksi Comp. -L to Grain: Fc --L= 650 psi Fc - -L= 650 psi Controlling Moment: 9712 ftab 9.3 ft from left support Created by combining all dead and live loads. ' Controlling Shear. 2089 Ib At support. . Created by combining all dead and live loads. Comparisons with required sections: . Reo'd Provided Section Modulus: 38.85 in3 7425 in3 Area (Shear): 9.46 in2 49.5 in2 Moment of Inertia (deflection): 270.92 in4 334.13 in4 Moment: 9712 ft -Ib 18563 ft -Ib Shear: 2089 lb 10931 Ib GregoryA Peitz, Architect Pose f L- StruCalc Version 9.0.2.5 8/21/2016 10:47:16 PM y Side One: plf Roof Live Load: LL = 18 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 3 ft ' Side Two: pff Beam Uniform Dead Load: wD_adj = Roof Live Load: LL = 18 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 2 ft Wall Load: WALL = 40 Non -Snow Roof loaded Area: RLA = 93 pff • plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 18.6 ft Beam Self Weight BSW = 11 plf Beam Uniform Live Load: wL = 90 pff Beam Uniform Dead Load: wD_adj = 135 pff Total Uniform Load: WT = 225 plf Project Location: STUDS Column [2015 International Building Code(2012 NDS)] 1.5 INx5.5INx15.0FT@16O.C. k - Douglas -Fir -Larch - Dry Use Section Adequate By: 46.1 % s � - Gregory A Peitz, Architect Pe9e F!,�,• StruCalc Version 9.0.2.5 8/272016 11:14:10 PM DEFLECTIONS Deflection due to lateral loads only: Defl = 0.68 IN = L263 Live Load Deflection Criteria: U180 Live Load: Dead Load: Total Load: Vert-LL-Pom = 387 Ib Vert-DL-Rxn = 413 Ib Vert-TL-Rxn = 800 Ib IHORIZONTAL REACTIONS I Total Reaction at Top of Column: TL-Pom-Top = 150 Ib Total Reaction at Bottom of Column: TL-Rxn-Bottom = 150 Ib COLUMN DATA dx = Total Column Length: 15 ft Unbraced Length (X Axis) Lx: 15 ft Unbraced Length (Y Axis) Ly. 0 ft Column End Condtion-K (e): 1 ` Axial Load Duration Factor 1.25 Lateral Load Duration Factor (Wind/Seismic) ' 1.60 COLUMN PROPERTIES dx = #2 - Douglas-Fi Larch in Column Section (Y -Y Axis): Base Values Adiusted Compressive Stress: Fc = 1350 psi Fc' = 426 psi Area: Cd=1.60 Cf=1.10 Cp=0.18 Bending Stress (XX Axis): Fbx = 900 psi Fbx' = 2153 psi Section Modulus (X -X Axis): Co=1.60 CF= 1.30 Cr -1.15 Cf=1.00 Bending Stress (Y -Y Axis): Fby =. 900 psi Fby' = 2153 psi 3 Cd=1.60 CF= 1.30 Cr -1.15 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Column Section (X -X Axis): dx = 5.5 in Column Section (Y -Y Axis): dy = 1.5 in Area: A = 8.25 int Section Modulus (X -X Axis): Sx = 7.56 in3 Section Modulus (Y -Y Axis): Sy = 2.06 in3 Slenderness Ratio: Lex/dx = 32.73 ft -Ib Bending Stress Lateral Loads Only (X -X Axis): Fbx = Ley/dy = 0. Allowable Bending Stress (X -X Axis): Column Calculations (Controlling Case Only): Controlling Load Case: Axial Dead Load and Lateral loads (D + W or E) Actual Compressive Stress: Fc = 50 psi Allowable Compressive Stress: Fc' = 426 psi Eccentricity Moment (X -X Axis): Mx -ex = 0 ft -Ib Eccentricity Moment (Y -Y Axis): My-ey = 0 ft -Ib Moment Due to Lateral Loads (X -X Axis): Mx = 563 ft -Ib Moment Due to Lateral Loads (Y -Y Axis): 'My= 0 ft -Ib Bending Stress Lateral Loads Only (X -X Axis): Fbx = 893 psi Allowable Bending Stress (X -X Axis): Fbx' = 2153 psi Bending Stress Lateral Loads Only (Y -Y Axis): Fby = 0 psi Allowable Bending Stress (Y -Y Axis): Fby' = 2153 psi Combined Stress Factor: CSF = 0.48 AXIAL LOADING Live Load: PL= 290 plf Dead Load: PD= 290 plf Column Self Weight CSW = 27 plf Total Load: PT = 607 plf LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 15 psf '. MINIMUM EROSION AND SEDIMENT ZGONTROL5 FOR , r y f ` PRO.EGT5 D I STURB I N6' LESS THAN ONE ACRE s ' • `'- THE BMP5'(5E5T MANAGEMENT PRACTICES) L15TM BELOW MUST BE IN PLACE DURING THE RAINY 5EA50N (OCTOBER 15 THROUGH " APRIL 15) AND MAY BE REQUIRED AT OTHER TIMES BASED ON WEATHER AND SITE CONDITIONS THROUGHOUT THE YEAR THE BMP'S LISTED ARE MINIMUM REQUIREMENTS AND ADDITIONAL BMP S COULD BE REQUIRED BASED ON SITE CONDITIONS. I. STABILIZED ENTRY: PROVIDE MINIMUM 3' TO 6° FRACTURED ROCK 50' LONG x IS' WIDE BY 6" DEEP OVER GONSTRUGTION GRADE FABRIC. 2. ' ALL SOILS TRACKEDONTO PAVED ROADWAYS MUST BE GLEANED ON A DAILY BASIS. WHEN STREETS ARE WET OR 0UINS A RAIN ! • r ' ^ r - EVENT THERE SHALL BE NO TRACKINS OF SOILS ONTO THE STREET. 5. WATTLES SHALL BE INSTALLED PROPERLY, BEHIND CURB OR SIDEWALKS. r' ": i v, Y , +' r r '• • 4. ROCK BAGS (MINIMUM -2 PER SIDE) AT ALL DRAIN INLET LOCATIONS WITHIN 150' OF THE PRO.E. T,•SITE., " • S. INTERNAL FILTERS SHALL BE PLACED INSIDE EACH DRAIN INLET. ' '* 6. TRASH BARS SHALL BE PLACED ACROSS THE BACK OF ALL DRAIN INLETS. ?. STABILIZE ALL DISTURBED SOILS IN THE FRONT YARD AREAS WITHIN 15' OF THE BACK CURB OR SIDEWALK. (STRAW OR EROSION BLANKETS MAY BE USED FOR THIS APPLICATION ' ` - r 8. STABILIZE ALL SLOPES' WHERE ERO51OWCOULD OCCUR AND CAUSE SILT RUN OFF. (STRAW, V15OUEEN OR ER05ION BLANKETS MAY BE ' , : • �' USED FOR THIS APPLICATION - . • 1 ~ 9. ALL PAINT, FUEL, CONSTRUCTION PRODUCTS ETC. SHALL BE STORED IN A COVERED LOCATION AWAY FROM SIDEWALKS AND STORM DRAIN INLETS. y r 10. PORTABLE CHEMICAL TOILETS IF PROVIDED ON THE SITE MUST BE KEPI. OFF OF STREETS AND SIDEWALKS AND A LEAST 50' FROM ' c - - THE NEAREST STORM DRAIN. - - ✓ -- - - .. . II. ALL TRASH MUST BE COLLECTED AND STORED PROPERLY. DO NOT LET ITEMS SUCH AS DRYWALL MUD BOWS, PAINT BUCKETS, CLEANING MATERIAL CONTAINERS, ETC. COME IN CONTACT'WITH ANY RAINFALL OR STORM WATER RUNOFF. ' ' • 12. PROVIDE A DMISNATED AREA FOR CONCRETE WAc+Off. HAY BAILS LINED WITH VISGtUEEN MAY BE USED FOR THIS APPLICATION. ' ` ROLLAWAY BINS MAY ALSO BE USED. ALL CONCRETE WASHOUT SYSTEMS SHALL BE PLACED OFF OF THE PAVED STREETS. 13. AFTER INSTALLATION OF THE ABOVE ITEMS ARE COMPLETE, A MAINTENANCE PROGRAM NEEDS TO BE DEVELOPED TO INSURE THE I. CONTINUED EFFECTIVENESS OF YOUR BMPS. '• a +'; � ` F •i. ' •_• - • . •.. '. Y ' 1 .,n. * ' • ! - a � , , • • _ ,, • • Y 1 • • '{ �; , , y - ' • • .• . ; - , ; tY . i � ; r • ro . . � 1 I.. ,', _ ,% ... 1 '�' 1 . A l ,• f • � • • - r : a - PROPOS1� , SHOP , t s' -o" 01 . .. _ ' 1 '• . � •CJI—OII ', ` + • -. ` '... ' .. '. ,I ' • ol 01 • HOU15EL UTILITIES ' (E) DRIVEWAY P.O.G. TO (E)• SE10 IER t ' MIN: ; . r 3 - ,, R , M,' LINE, YERIFY'LOGATION L I BUTTE TIBERON WAY :. COUNW AUG 312016 10— 10 y 4- J. 1 c r :1 TT DEVELOPMENT r r - �'. 9 1 SERVICES PERMIT • k t _; A _ BUTTE COUNTY DEAVELOPM NT SERVI®CES • I ( ,, Lo D FO • ' r' ^L, : § f •ll CO E CO�/IPLIA(VCE BY NORTH' 51 TE PLAN .. a , 1�, };e: , : • F . • 4 III = 301_OII � . • - � G ICEOR Y. A. PE I T Z ��- OWNER:-k4AYNE 4 DEE BRANDT; .. 51 -TE INF0:4124 TIBERON HAY SHEET .G ,. ADDRES5:4124 TIBERON.WAY' _. , s,.. "' - ,CHICO.rA ARCH'I'TECT » CW I GO, CALIFORNIA .12 ACRES R :383 Rio Lindo Ave. Chico, CA. 95926 (530) 894-5719 PHONE: • ,A , r { ' APN• 04-1--750-041 1 of: ONE r N Systems Plus Lumber Co. 1800 S. Barney Rd. Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com *WW.systplus.com INSPECTION AGENCY Timber Products Inspection, Inc. BUTTE 105 S.E. 124`h Avenue COUNTY Vancouver, WA 98684 Tel: (360) 449-3138 `AUG 31 20% Fax: (360) 449-3953 DEVELOPMENT SERVICES *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * Nil MiTek ICC ES Report ESR -1311& ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS (2303.4/R802.I Oroof/R502.1 I floor) TRUSS ENGINEERING LAYOUT YES ❑■ NO ❑ Standard Truss Detail Title Detail # = Included Gable End 85 Wind B 1 Gable End 110 Wind B IA Gable End 110 Wind C IB Hat Truss over 6/12 2 Hat Truss under 6/12 213 Web Bracing Details 3 Valley Fill Frames 4 Open Face Jacks 5 ✓ Toe nail 6 ✓ Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 HVAC 10 Truss Data 11 ✓ Purlin Gable 12 BCSI at www.sbcindustrv.com BCSI-Bl Summary Sheet at www.sbcindustrv.com Systems Plus Job Number Date 08/24/2016 Customer �'���" Project Location NOTE 1608-097 Revision ('Mrr# iN6 _ I ct (6? BUTTE COUNTY DEVELOPMENT SERVICES PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND BCSI-131 SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES �MOM mom MiUk:;USA, Jhc. 7777 Greenback Lane, Suite 109 Citrus.Heights, CA 95610 Telephone 916-676-1900 Fax 916-676-1909 May 14., 2015 Systems Plus .Lumber Co. ; 1800 S. Barney Rd. Anderson, CA 96007 • - Dear. Customer, The connection of the top chord of the open end jacks from the California hip system to the flat top chord section of the hip truss with two 1.6d 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, �ONIO NO._ C76428 EXP. 12' 1:1b CI IL Marcos A. Hernandez, P.E. < Senior Engineer Western Engineering Operations PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWE® FOR :. CO E COMPLIANCE DATE �Y DETAIL FOR COMMON AND END JACKS MII/SAC - 8 -40PSF 3/30/2004 PAGE 1 MAX LOADING (PSfl . SPACING 2 0 0 BRACING MITek Industries, Inc. TCLL 40.0 Plates Increase 1.15 TCDL 14.0 Lumber Increase 1.15 TOP CHORD Sheathed. Western Division BOLL 0.0 Rep Stress tncr 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 NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN.. SPACING= 24" O.C. 3x4 = LENGTH OF EXTENSION AS DESIGN 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 1F, �i SUPPORT AND CONN CT 01 N 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 CONN. W216d COMMON WIRE (8116T'DIA. X 3.5" LGT) TOE NAILS 84W BUTTE COUNTY B-0-0 BUILDING DIVISION 6.0-0 APPROVED �_._.. EXT. 2-0.0 4-0-0 2.0-0 EXT 110 EXT. 2-0.0 EXT. 2-0-0 2.0-0 10. •l• CONK W/3 led COMMON WIRE (0.162"DIA. X 3.6" LGT) TOE NAILS 11�j BOTTOM CHORD LENGTH MAY BE 2'-0" z" ✓ 3X4 = OR A BEARING BLOCK. CONN. W2.16d COMMON WIRE(0.162"DUA. X 3.5' LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR 2.0.0 PRESSURE BLOCKING INFO. B -O-0 NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Oe _ 10N NO. C76428 D(P.. 12-31-16 9�'67 SEP 0 1 2015 z WARMNO • 9er(N design parameters and READ NOTES ON TMS AND INCLUDED IIDTF AE1=ZZNCE PAGE ?=7473 DEPGRS USS. 7777 Greenback Lana Suite 09 Desi n valid far use on with MITek connectors. This design Is based only upon poramelers shown, and Is for an Individual bufiding component. g only Heights, C:Bn19 Fleights, CA 9561•� Appfleablify of design paromenlers and proper incorporallan of component k responsibtOtyat bu8d)ng designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Addllfanal temporary bracing l0 6uure slabiBly during construction Is the respond Mty of the erector. Additionol permanent bracing of the overall structure is the responslblIlly of the building designer. For general guidance regarding fabrication, quality conlraL storage, delivery, erection and bracing, consult ANSI/1`1011 Qualify Criteria, DSB-89 and BCStl Building Component d) M (TES Safely Information ovalloble from Truss Plate Institute. 50 D'Onoldo Drive, Madison WI 53719. I 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 43 (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. BUILDING DIVISION APPROVED MiTek USA, Inc. _ 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1608-097 Fax 916/676-1909 Brandt 0 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: R48225165 thru R48225176 My license renewal date for the state of California is . December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely -,on lumber values established by others. QOF ESS/ONq4. GAO P,i0Ni0 tiF��c. PERMIT# BUTTE•000NTY DEVELOPMENT SERVICES Cifc �64z8 Z A REV EWE® F®F3 EXR12/31/2016ti * . C0— OMP VE DAM Q - - b -.IV d'�'9T IV _ ���P • . August 23,2016 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 Ply Brandt Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.14 M -N >999 240 MT20 220/195 (Roof Snow --20.0) R48225165 1608-097 A01 • Hip Girder 2 / Rep Stress Ina NO Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Aug 23 16:29:09 2016 Page 1 ID:712w216yMafvwxWNF?J WQnyGg4a-fti6hlFrxYbw2EIUygZ2geJOWmd7T9X812Yz?XykvhO 1 3-3-0 6-0-0 10.7-7 15.4-9 21? -0-0 22 6 12 26-0-0 27-0.0 , 1 6-0 3 3-0 2 8-12 4-7-7 4-9-3 4-7-7 2 II 12 3-3 4 18-0 Scale: 1/4"=1' 4x8 = Special Special Special Special Special 3x8 = Special Special 3x4 Special 4x8 = 6.00 12 V W X E Y Z F AA AB AC G 3X4 O• 3X4 C H g Q P 0 AD N AE AF M AG AH 3x8 = 2x4 II 3x8 = 5x6 2x4 II NAILED NAILED 3x4 = NAILED HJC26 NAILED NAILED NAILED L K 3x8 = 3x8 = 2x4 11 HJC26 3-3-0 6-0-0 10-7-7 15-4^9 20-040 1 22-8-12 �254� J Ig c�h LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in, (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.14 M -N >999 240 MT20 220/195 (Roof Snow --20.0) Lumber DOL 1.15 BC 0.32 Vert(TL) -0.32 M -N >961 180 BCDL 10.0 Rep Stress Ina NO WB 0.39 Horz(TL) 0.08 1 n/a n/a BCLL 0.0 Code IBC2012ITP12007 Matrix -MSH Weight: 285 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2X4 DF No.1&BtrG BOT CHORD 2X6 DF SS G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=2519/0-3-8, 1=2518/0-3-8 Max Horz B=59(LC 10) Max Uplift B=-342(LC 10), 1=-342(LC 11) Max Grav B=2771 (LC 29), 1=2770(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-1 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 B -C=5298/647, C -D=-5214/691, D -E=-4606/631, E -F=6371/860, F -G=4611/632, 131 (e,— I a ( Q G -H=-5218/692, H -I=-5295/646 PERMIT#` BOT CHORD B -Q=-565/4698, P -Q=-565/4698, N -P=817/6391, M -N=817/6391, L -M=-797/6371, BUTTE.000NTY DEVELOPMENT SERVICES K -L= -535/ I -K=-535/4695 REVIEWED FOR WEBS C -P=-270/216216, D -P=137!1759, E -P=-2082/311, E -N=0/353, F -M=0/346, F -L=2054/303, G -L=-13711758, H-L=270/224c oFI o P LICE CNOES- (16) IV' G 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Q� BY Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for, greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt --lb) B=342, 1=342. 12) Use USP HJC26 nth 16d nails into Girder & 1 Od nails into Truss) or equivalent spaced at 13-11-4 oc max. starting at 6-0-6 from the left end to 19-11-10 to connect truss(es) to front face of bottom chord. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0-7479 rev. 10/031015 BEFORE USE Design valid for use only with Wek® connectors. This design is based only upon parameters shown, and is for an indvidual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII QuaBty Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 0�pFESS/0/4 oNlo .y�ti� ._ . P F C 76428 F EXP. 12/31/2016 Q? '60F CAL' August 23,2016 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply Brandt a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall s R48225165 1608-097 ADI Hip Girder 2 2 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 22.14. Suite 109 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ' ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Aug 23 16:29:09 2016 .Page 2 I D:712w216yMafvwxWN F?JWQnyGg4a-fti6hlFrxYbw2EIUygZ2geJO Wmd7T9X812Yz?XykvhO NOTES- (16) 14) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3,25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 204 Ib down and 88 Ib up at 6-0.0, 204 Ib down and 88 Ib up at 8-0-12, 204 Ib down and 88 Ib up at 10-0-12, 204 Ib down and 88 Ib up at 12-0-12, 204 Ib down and 88 Ib up at 13-11-4, 204 Ib down and 88 Ib up at 15-11-4, and 204 Ib down and 88 Ib up at 17-11-4, and 204 Ib down and 88 Ib up at 20-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 16) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=60, D -G=-60, G -J=60, B -I=-20 Concentrated Loads (lb) Vert: D=162(F) G=162(F) 0=-66(F) P=543(F) L=543(F) V=162(F) X=162(F) Y=162(F) Z= -162(F) AA=162(1`) AC=162(F) AD=66(F) AE=66(1`) AF=66(1`) AG=66(F) AH= -66(F) BUTTE COUNTY BUILDING DIVISION APPROVED ® WARNING - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hill -7473 nev. 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 verity the applicability of design parameters and property incorporate this design into the overall s building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing (Vj 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 22.14. Suite 109 • Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Brandt LUMBER- BRACING - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for TOP CHORD R48225,66 1608-097 A02 Hip ( 2 I 1 Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G Suite 109 _J I REACTIONS. Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Aug 23 16:29:10 2016 Page 1 ID:712w216yMafvwxWNF?J WQnyGg4a-73GUv5GTisjnfNtg WN5H DsrYNAwZCcilXi HXXzykvhN 1b-0 1-318-01 1 -0-0 3-0.0 18 21812 26-" 27.6.0 1 Fro , 4-31 3-8-12 5-0-0 5-" 3$-12 4-3-4 1$-0 Scale: 1/4'=1' 4x5 = 3x4 = F 4x5 = 4x5 - 2x4 II 3x8 = 4x6 = 3x8 = 2x4 II 4x5 I 4-3-0 8-0-0 18-0-0 21$-12 2Sz-0�� LOADING (psf) TCLL 20.0 (Roof Snow --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 IBC2012/fP12007 CSI. TC 0.36 BC 0.56 WB 0.39 Matrix -MSH DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft Ud -0.20 K -M >999 240 -0.65 K -M >480 180 0.08 H n/a n/a PLATES GRIP MT20 220/195 Weight: 120 Ib 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 is for TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing direly applied or 4-6-5 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 Suite 109 REACTIONS. (Ib/size) B=1130/0 -3-8,H=113010-3-8 Max Horz B=75(LC 10) Max Uplift B=-99(LC 10), H=-99(LC 11) PERMIT# Max Grav B=1402(LC 29), H=1402(LC 29) 613TTf COUNTY DEVELOPMENT SERVICES FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. REVIEWED FOR TOP CHORD B -C=-2105/114, C -D=1859/113, D -E=1650/115, E -F=1650/115, F -G=1859/114, BOT CHORD B -N= 10101802, M -N=-101/1802, K -M=-129/2060, J -K=52/1802, H -J=-52/1802 O�DCOMPLIANCE WEBS C -M=-355/136, D -M=0/516, E -M=-519/152, E -K=-519/152, F -K=0/516, G -K=-355/137 /� r BY NOTES- (10) 1) 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 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q �FES$�ON 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. Pw\�ONIQ yF FjL 8) A plate rating reduction of 20% has been applied for the green lumber members. \ 7 1, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, H. m 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. C 76428 EXP. 12131!2016 m August 23,2016 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 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 verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for rill iTek' always required 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 Heirthts. CA 95610 Job Truss Truss Type Qty Ply Brandt I/deft Ud PLATES GRIP l Plate Grip DOL 1.15 848225167 1608-097 A03 HIP (,' >999 1 MT20 220/195 Lumber DOL 1.15 BC 0.34 J -0.23 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Aug 23 16:29:11 2016 Page 1 ID:712w216yMafvwxWNF?J WQnyGg4a-bFgt6RH5TAreHXRs45c1M30fvZI Gx5NRmM 144QykvhM -1-6-0 5-341 10-0-0 16-" 20-8-12 26-" 27-6-0 1-6-0 5-3A 4 8-12 6-0 0 4-6-12 5-3-0 11.6-0 Scale: 1/4"=1' 6x6 = 4x8 = 3x8 = 2X4 11 4x6 — 3x4 = 3x8 = 2x4 II 3x8 = i 5- $ 3-4 _ 10-0-0 16-0-0 2012 6-M �S3 4 4-8-12 6 0-0 4-6 12 5-3-0 'a LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.08 K >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.34 Vert(TL) -0.23 J -K >999 180 10) BCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.08 G n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Weight: 122 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&BtrG TOP CHORD Structural wood sheathing directly applied or 4-2-1 oc purlins. BOT CHORD 2X4 DF No.1&BtrG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=1130/0 -3-8,G=1130/0-3-8 Max Harz B=92(LC 15) Max Uplift B=118(LC 10), G=118(LC 11) PERM IT Max Grav B=1545(LC 29), G=1545(LC 29) BUTTE COUNTY DEVELOPMENT SERVICES FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. REVIEWED FOR TOP CHORD B -C=-2382/136, C -D=1808/108, D -E=1510/126, E36/2 34, G-9, F6/2034 2/138 COnDE COMPLIANCE BOT CHORD B -M=126/2034, K -M=126/2034, J -K=-9/1509, I -J=3612034, G -I=-36/2034 WEBS C -K=593/136, D -K=0/422, E -J=0/422, F -J=-592/137 DATE —12� t/ BY NOTES- (10) 1) Wind: ASCE 7-10; VuIt-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) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wideESS/ will fit between the bottom chord and any other members, with BCDL = 10.Opsf. QFioF ON,q� 8) A plate rating reduction of 20% has been applied for the green lumber members. �O �( O NIO y F� 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Qt=1b) �� Q Cj B=118, G=118. C- 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. VO C 76428 Z O v * EXP. 12/31/2016 qTF C/Vit \OF CAI. August 23,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I1411-7473 rev. 10/03/2015 BEFORE USE , Design valid for use only with M1ekO connectors. This design is based only upon parameters shown, and is for an individual building component, not 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 pq ) l �k, IYIT 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 Brandt 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 R48225168 1608-097 A04 HIP 2 , 1 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Aug 23 16:29:12 2016 Page 1 ID:712w216yMafvwxWNF7JWQnyGg4a-3SNFJnljETzVvhO2do7llHxtizeEgUPb OmdcsykvhL 6-34 12-M14-0-0 19-8-12 26-M 27-0-0 160 6-34 5-8-12 2 1 5.8-12 6-34 1-" ol< 6x6 = 4x6 = Scale: 1/4"=1' 4x8 = 2x4 II' 4x8 = 3x4 = 3x8 = 2x4 II 4x8 = 6-34 12-0-0 1 14-0-0 19-8-12 26--0-0 6-34 5-8-12 2-0-0 58-12 6-34 Plate Offsets (X.Y)— [13:0-0-0.0-041, [G:0-0-0.0-041 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.10 K -M >999 240 MT20 220/195 (Roof Snow --20.0) Lumber DOL 1.15 BC 0.36 Vert(TL) -0.24 K -M >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.09 G n/a n/a BCLL 0.0 Code IBC2012ITP12007 Matrix -MSH Weight: 127 Ib FT = 20% BCDL 10.0 LUMBER- BRACING= TOP CHORD 2X4 DF No.1&BU G TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins. BOT CHORD 2X4 DF No.1&BV G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=1130/0 -3-8,G=1130/0-3-8 Max Horz B=108(LC 11) PERMIT# Max Uplift 13=134(LC 10), G=134(LC 11) BUTTE COUNTY DEVELOPM NT SERVICES Max Grav B=1668(LC 29), G=1668(LC 29)REVIEWED FOR FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 8D5 1 9/161 L TOPCHORD CE BOTCHORD B-M=151/3238,K-M=151/2238,J-K=13146,1-=45/2237G-1=-45/2237VODE COMP 4�WEBS C -K=-783/158, D -K=-32/462, E -J=29/464, F -J=-779/160 BYDA TE— 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) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wideESSI will fit between the bottom chord and any other members. Q�O� ONgC 8) A plate rating reduction of 20% has been applied for the green lumber members. �� �( O N �0 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=134, G=134. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. V C 76428 Z Cr EXP. 12/31/2016 m Ig OF CAO August 23,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/031015 BEFORE USE , Design valid for use only with MITeM connectors. This design is based only upon parameters shown, and is fcr 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 (Vi 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 Citrus Heights. CA 95610 Job Truss Truss Type Qty ' Ply Brandt PLATES GRIP TCLL 20.0 (Roof Snow --20.0) Plate Grip DOL / TC 0.44 R48225169 1608-097 A05 Common ( 10 1 BC 0.41 Vert(TL) -0.35 H-1 >886 180 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Atexandna, VA 22314. TCDL 10.0 Rep Stress Incr Job Reference (optional) . SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Aug 23 16:29:13 2016 .Page 1 I D:712w216yMa%wxWNF?J WQnyGg4a-XexdX71M?n5M WrbFB We_gUT2 NNzgP?NkDgWB8lykvhK 1-0 0 6-9-4 13-0-0 19-2-12 26-0-0 27.6-0 1 �i-0 6-9-4 6-2-12 6-2-12 6-94 1-6-0 Scale = 1:46.5 4X6 = D 4x5 v 5x8 = 3x5 = 4X5 I� LOADING (psf) SPACING- 2-0-0 CSL DEFL.. - in (loc) I/defl Ud PLATES GRIP TCLL 20.0 (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.15 H-1 >999 240 MT20 220/195 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regardthe Lumber DOL 1.15 BC 0.41 Vert(TL) -0.35 H-1 >886 180 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Atexandna, VA 22314. TCDL 10.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.06 F n/a n/a BCLL 0.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 110 Ib FT = 20% BCDL 10.0 LUMBER- BRACING- ' TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-9 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 REACTIONS. (Ib/size) B=1130/0 -3-8.F=1130/0-3-8 Max Horz B=117(LC 15) PERMIT#���' Max Uplift B=140(LC 10), F=-140(LC 11 BUTTE COUNTY DEVELOPNI NT SERVICES FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. REVIEWED FO R TOP CHORD B -C=1735/195, C -D=-1533/207, D -E=1533/208, E -F=1735/196 CO OM PLIA CE BOT CHORD B -1=188/1482,H -1=23/990,F -H=72/1482 V WEBS D-1-1=95/61 1, E -H=-413/213, D-1=94/611, C -I=- 413/212 BY NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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 36-0 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. OFESSION 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=140, F=140. \JONIQ fY 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. CO C 76428 7 - Of v any EXP. 1 31/2016 'n August 23,2016 A WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. I R Design valid for use only with MTek® 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 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 N BI��1.M1' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regardthe � V!ing fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI(TPII Quality Crfteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Atexandna, VA 22314. Suite 109 - Citrus Heights CA 95610 Job Truss Truss Type ply, Py Brandt (Roof Snow=2 ) Plate Grip DOL 1.15 / , 0.02 F -I >999 240 848225170 1608-097 H01 Diagonal Hip Girder d 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI! Quality Criteria, DSB-89 and BCSI Building Component Safety Information from Truss Plate 100 0 TCDL 1 . BCLL 0.0 Rep Stress Incr NO `J Horz(TL) 0.01 E n/a n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Aug 23 16:29:14 2016 Page 1 ID:712w216yMafvwxWNF?J WOnyGg4a-?qV?kTJ_15DD8?ARID9DNiODgnNm8TitSKFkgkykvhJ -2-2-3 4A-12 8-4-5 2-2-3 44-12 3-11-10 2x4 11 Scale =1:20.8 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=2 ) Plate Grip DOL 1.15 TC 0.39 Vert(LL) 0.02 F -I >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.03 E -F >999 180 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI! Quality Criteria, DSB-89 and BCSI Building Component Safety Information from Truss Plate 100 0 TCDL 1 . BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.01 E n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Weight: 37 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) B=506/0-4-9, E=378/Mechanical Max Horz B=136(LC 9) �y^ Max Uplift B=-145(LC 6), E=68(LC 10) PERMIT# V2( ( Ci Max Grav B=509(LC 17), E=401 (LC 17) BUTTE COUNTY DEVELOPMENT SERVICES FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. REVIEWED FO R TOP CHORD B -C=-614/67 COPE COMPLIA CE BOT CHORD B -F=-93/549, E -F=-93/549 WEBS C -E=596/115 DATE &NOTES- (12) BY 1) Wind: ASCE 7-10; Vult--11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.8 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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. Q �FESSION C 7) A plate rating reduction of 20% has been applied for the green lumber members. q 8) Refer to girders) for truss to truss connections. �Q �� ON 1Q y 4 j, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 Ib uplift at joint(s) E except (jt --Ib) B=145. 10) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. U C 76428 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). .� U Z � 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. EXP. 12/31/2016 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) CIVIL Vert: A -D=60, E -G=20 Concentrated Loads (lb) �TFOF CAL Vert: K=55(F=-27, B=27) L=3(F=1, B=1) M= -44(F=22, B=22) August 23,2016 WARNING - VerHy, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. f 0/03/2015 BEFORE USE- SEDesign • Designvalid for use only with PNTek® connectors. This design is based only upon parameters shown, and is !or 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 WOW 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/TPI! Quality Criteria, DSB-89 and BCSI Building Component Safety Information from Truss Plate 7777 Greenback Lane available Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type r Qty Ply Brandt LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toc) I/defl Ud R48225171 1608-097 J01 Jack -Open 8J 1 MT20 220/195 Lumber DOL 1.15 BC 0.05 Vert(TL) 0:00 G ->999 180 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MTek Industries, Inc. Tue Aug 23 16:29:14 2016 Page 1 ID:712w216yMafvwxWNF?JWQnyGg4a-?qV?kTJ 15DD8?ARID9DNiOHVnPa8WgtSKFkgkykvhJ -1.6.0 1-10-15 1_" 1-10-15 Scale = 1:10.5 NOTES- (10) 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) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B, D. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. FESS/.O/V ONIo yF�ticy PERMIT# 0,5I 76428 z BUTTE COUNTY DEVELOPMENT SERVICES C o REVIEWED FOR EXP. 12131/2016 m CO E COMPLI CE ,q� DA J 100 BY FOF CALF August 23,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MVI -7473 rev. 10/03/2015 BEFORE USE 1-10-15 1-10-15 Plate Offsets (X,Y)— [B:0-5-4.0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toc) I/defl Ud PLATES GRIP TCLL 20.0 now=20 (Roof Snow--20.0' Plate Grip DOL 1.15 TC 0.16 Vert(LL) 0.00 G >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.05 Vert(TL) 0:00 G ->999 180 0) TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B . n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2012ITP12007 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 1-10-15 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=311 /Mechanical, B=202/0-3-8, b=9/Mechanical Max Horz B=59(LC 10) Max Uplift C=16(LC 10), B=49(LC 10), D=-13(LC 16) Max Grav C=32(LC 17), B=247(LC 16), D=28(LC 5) 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. 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) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B, D. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. FESS/.O/V ONIo yF�ticy PERMIT# 0,5I 76428 z BUTTE COUNTY DEVELOPMENT SERVICES C o REVIEWED FOR EXP. 12131/2016 m CO E COMPLI CE ,q� DA J 100 BY FOF CALF August 23,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MVI -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 properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 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 Qually, 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 Brandt I/defi Ud / TCLL 20.0 (Roof Snow --20.0) W Plate Grip DOL 1.15 R48225172 1608-097 J02 Jack -Open >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.02 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Aug 23 16:29:15 2016 Page 1 ID:712w216yMafvwxWNF?JWQnyGg4a-T13NypKcWOL4m9ldJxgSWvZSFBkFtz41 h_?HDBykvhl -1.6-03-10-15 1-0-0 3-10-15 A 0 M N Scale = 1:15.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 (Roof Snow --20.0) W Plate Grip DOL 1.15 TC 6.16 Vert(LL) 0.01 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.02 D -G >999 180 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2012rrPI2007 Matrix -MSH Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD BOT CHORD 2X4 DF No.1&BV G BOT CHORD REACTIONS. (Ib/size) C=93/Mechanical, B=262/0-3-8, D=44/Mechanical Max Horz B=96(LC 10) Max Uplift C=-48(LC 10), B=-45(LC 10) Max Grav C=103(LC 17), B=264(LC 17), D=68(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-10-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (10) 1) Wind: ASCE 7-10; VuIt=110ITT ph (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) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. PFAMR#— 2(L (ql BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CO E COMPLIANCE DAtieBY. Q.pFESS/0/v ON 10 hr'f�22 P F C 76428 z of 0 EXP. 1 31/2016 m August 23,2016 ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hul-7473 rsv. 10/03/2015 BEFORE USE Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verity the applicabiOty, 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 jill iTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, DSB-69 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 Brandt 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. REACTIONS. (Ib/size) C=152/Mechanical, B=339/0-38, D=74/Mechanical R48225173 1608-097 J03 Jack -Open / 16 f 1 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- - (10) \ / Suite 109 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, GA 8.010 S Apr ZO 2016 MITek mdustneS, InC. Tue Aug 23 16:29:15 2015 Pagel I D:712w216yMafvwxWNF?J WQnyGg4a-T13NypKcWOL4m91dJxgSwvZPKBiotz4l h_?H DBykvhl 16-0 6-0-0 1�6 0 6-M A Scale = 1:20.6 LOADING (psf) TCLL 20.0 (Roof Snow --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 IBC2012ITP12007 CSI: TC 0.34 BC 0.24 WB 0.00 Matrix -MSH DEFL. in (loc) I/defl - Ud Vert(LL) -0.04 D -G >999 240 Vert(TL) -0.15 D -G >472 180 HOre(TL) 0.00 B n/a n/a PLATES GRIP MT20 220/195 Weight: 20 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. REACTIONS. (Ib/size) C=152/Mechanical, B=339/0-38, D=74/Mechanical Max Horz B=135(LC 10) Max Uplift C=-79(LC 10), B=-46(LC 10) _ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Max Grav C=177(LC 17), B=345(LC 17), D=109(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- - (10) Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; Suite 109 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=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. DESS/o/V Q ONIO PERMfT# C 76428'PZ2� 13COUNTY DEVELOPMENT SERVICES r o REVIEWED FOR *EXP.12/31/2016 m COPE CIV►\- COMPLIANCE ATF DATE 4) OF CA\.\F August 23,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101.7473 rev. 10/0312015 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 verify the applicability, of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing MiiTe k` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hai hts. CA 95610 Job Truss Truss Type Qty iply CSI. Brandt in (loc) I/deft Ud PLATES GRIP TCLL 20.0 building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Plate Grip DOL 848225174 1608-097 LAY01 GABLE { 2 / 1 7777 Greenback Lane Lumber DOL 1.15 BC 0.05 Vert(TL) n/a n/a 999 Job Reference (optional) SYSTEMS PLUS LUMBER CO ANDERSON, CA v 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Aug 23 16:29:16 2016 Page 1 I D:712w216yMafvwxWNF?J WQnyGg4a-yDd m98LEHiTwN l KgseBhS75eWa5_cPuAvekddykvhH 6-11-0 13-9-15 6-11-0 6-11-0 3x6 = 3x4 // 0 N M L K- J 3x4 \\ 13-9-15 Plate Offsets (X.Y)— fB:0-0-0.0-0-Ol.IC:0-0-0.0-0-01.JE: Edge, 0-1 -141, [F:0-2-1. 0-1 -01 Scale= 1:44.9 . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Plate Grip DOL 1.15 TC 0.06 Vert(LL) n/a n/a 999 MT20 220/195 (Roof Snow --20.0) 7777 Greenback Lane Lumber DOL 1.15 BC 0.05 Vert(TL) n/a n/a 999 Citrus Hal his CA 95610 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 1 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2012rrP12007 Matrix -SH Weight: 78 Ib FT = 20% LUMBER- BIRACING- TOP CHORD 2X4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD - Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 13-9-15 (lb) - Max Horz A=182(LC 4) Max Uplift All uplift 100 Ib or less at joints) A, I, M, L except J=-117(LC 9), K=143(LC 9), 0=118(LC 8), N=141(LC 8) Max Grav All reactions 250 Ib or less at joints) A, I, M, L, J, K, 0, N FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-13=288/156, H -I=-273/131 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) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, I, M, L except (jt --lb) J=117, K=143, 0=118, N=141. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. PERMIT #_9? R62 _ l � t I BUTTE COURITY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DA � BY� �pFESSIO/v ONIO yF���, C 76428'PZ�� Cr p * EXP. 1231 /2016 m ".N'_CIVIL OF CAl August 23,2016 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. -- Design valid for use only with 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 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 tens 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 Hal his CA 95610 Job Truss Truss Type Qty Ply Brandt I/defl 'Ud a truss system. Before use, the building designer must verify the opplicabirity, of design parame ers and property incorporate this design into the overall PLATES GRIP J Plate Grip DOL 1.15 848225175 1608-097 W01 Rafter {� >999 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, OSB -89 and BC51 Building Component BCDL 1 1 0.0 Lumber DOL 1.15 ' BC 0.00 Vert(TL) -0.00 Job Reference (optional) SYS I tMb FLUS LUMULK GU, ANUL SUN, GA rh d A 1-6-7' 1-6-7 8.010 s Apr 20 2015 Mi -Tek Industries, Inc. Tue Aug 23 16:29:16 2016 Pagel ID:712w216yMafvwxWNF?J WQnyGg4a-yDdm98LEHiTwNlKgseBhS75e6a5ncOKAvekddykvhH B 1.6-7 IV Scale = 1:8.3 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSL DEFL. in (loc) I/defl 'Ud a truss system. Before use, the building designer must verify the opplicabirity, of design parame ers and property incorporate this design into the overall PLATES GRIP (Roof Snow=2 0 ) Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 . A. >999 240 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, OSB -89 and BC51 Building Component BCDL 1 1 0.0 Lumber DOL 1.15 ' BC 0.00 Vert(TL) -0.00 A >999 180 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 3 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.18BtrG TOP CHORD Structural wood sheathing directly applied or 1-6-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) A=44/0-3-8, B=44/0-3-8 Max Horz A=28(LC 10) Max Uplift A=12(LC 10), B=26(11LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gab!e 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=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 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, B. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, B. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. PERMff # BUTTE COUNT`! :)F�/ELOP ENTSERVICES REVIEWED FOR Co E uuMPLIA CE . - DATE By_. Q�OFESS1pNq� �Gjo P�\.ONIO yF , J C 76428 z X cc 0 any EXP. 12/31/2016 qT C.I V 11 FOF CAI.\ August 23,2016 ®WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 1010312015 BEFORE USE -- Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for on individual building component, not ��• a truss system. Before use, the building designer must verify the opplicabirity, of design parame ers 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 NI iTe k` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, OSB -89 and BC51 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 Brandt , d TCLL 20.0(Roof now=2 c 1.15 o , R48225176 1608-097 W02 Rafter 4 1 BC 0.00 Vert(TL) -0.00 A >999 180 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Rep Stress Incr Job Reference (optional) SYS I tMS PLUS LUMUL:K GU, ANDERbUN, LA - 8.010 s Apr 20 2015 MiTek Industries, Inc. Tue Aug 23 16:29:17 2016 Page 1 ID:7I2w216yMafvwxWNF?JWQnyGg4a-QPB8NULs2Obn?SvOQLjw?Kept QOLtZK81UGH3ykvhG 1-6-7 Scale = 1:8.3 B 1.6-7 1-6-7 A 2-0-0 3 DEFL. in (loc) I/defl Ud d 8.010 s Apr 20 2015 MiTek Industries, Inc. Tue Aug 23 16:29:17 2016 Page 1 ID:7I2w216yMafvwxWNF?JWQnyGg4a-QPB8NULs2Obn?SvOQLjw?Kept QOLtZK81UGH3ykvhG 1-6-7 Scale = 1:8.3 B 1.6-7 1-6-7 LOADING (psf) N 2-0-0 3 DEFL. in (loc) I/defl Ud '4 TCLL 20.0(Roof now=2 c 1.15 o , LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0(Roof now=2 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 A >999 240 6Va ITee. CDL 1 TCDL 10)0.0 Lumber DOL ,1.15 BC 0.00 Vert(TL) -0.00 A >999 180 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B • n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2012/TPl2007 Matrix -MSH Weight: 3 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-6-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=44/0-3-8, B=44/0-3-8 Max Hoa A=28(LC 10) Max Uplift A=12(LC 10), B=26(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult--l10mph (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) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 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, B. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, B. - 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 1 r - PERM #.� �a BUTTE COUNTY DEVELOPMENT SERVICES FOR CO ECNIPL-IANCE DATE Q�of ESSIO/v z��o ONIO P F C 76428 z Of 0 * - EXP. 12/31/2016 m qT CIVIC FOFCAl.1F�� August 23,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. f 0/03/2015 BEFORE USE • Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 6Va ITee. 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 Heights. CA 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y /4 indicated. 6 4 8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury offsets are Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. 0 6'4 c1-2 c2-3 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves -1/1 wide spacing, 0 WEBS �aq may require bracing, or alternative Tor I bracing should be considered. Op = u ��� 3 ��3 3 b O 3. Never exceed the design loading shown and never U �° U stack materials on inadequately braced trusses. CL IL 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate c7a c6-2 C5_6 designer, erection supervisor, property owner and plates 0-'yid' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. P THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MITek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber software or upon request. exceed shall not exceed 19% at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 4 width measured perpendicular ESR-131 1, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to x to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless Otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSIITPI 1 14 Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. _m 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. BCSI: -Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing 8, Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ZRS 101 IN BCSI-Bt1 SUMMARY SHEET - GUIIDE FOR HANDLIING, INSTALLIING, RESTRAINING AND BRACIIN_G OF TRUSSES Spans over 60' ma re eine Coco lex ermanent bracin .Please alwa s consult a Re istered Desi n Professional* GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identify the los susses no estdn marcados de ningfin modo que frequency or location of temporary lateral restraint identifiquelafrecuendaalocalizaddndere5Wcddnlateral and diagonal bracing. Follow the recommendations y arriostre diagonal temporales. Use las recomendadones, for handling, installing and temporary restraining de manejo, instalad6n, restricd6n yamostre temporal de and bracing of trusses. Refer to BCSI - Guide to los trusses. Vea el folleto BC57- Guia de Buena Practice Good Practice for Handling. Installing. Restraining pard el MaMio. Instaladdn. Restricd6n I,Amostre de los & Bracing of Metal Plate Connected Wood Trusses de Madera Conedados con Playas de Metal*** Trusses*** for more detailed information. pard informaddn mos detallada. r Truss Design Drawings may specify locations of Los dibujos de disefio de los trusses pueden especifi. permanent lateral restraint or reinforcement for las locarlizadones de restrirxjdn lateral permanente o individual truss members. Refer to the BCSI- refuerzo en los mtembros individuales del truss. Vea la B3*** for more information. All other permanent hoja resumen SCSI -B3*** pot mos informaddin. tT bracing design is the responsibility of the building recto de los disefcs de arriostes pennanentes son la designer. responsabilidad del disenador del edifido. AWARNING The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIA! El resultado de un manejo, levantamiento, instalacibn, restriod6n y arrisotre incorrecto puede ser la caida de la estructurd a a6n peor, heridos o muertos. ACaUU= Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, . feet, hands and head when working with trusses. m d Utilice cautela at quitar las ataduras o los pedazos de metal de sujetar para evitar dano a los trusses y prevenir la herida personal. Lleve el equipo protectivo personal para ojos pies manos y cabeza cuando trabaia con trusses. A CMNM Use 11DWYMN Utilice special care in cuidado especial en windy weather or dias ventosos o cerca near power lines de cables eledricos o and airports. de aeropuertos. Spreader bar {or truss , HANDLING MANEJO ' O O ®Aa _ +.� void lateral al bending.-- - _ Evite la flexi6n lateral. Use proper rig- Use equipo apropiado ging and hoisting para levantar e The contractor is responsible for equipment. improvisar. properly receiving, unloading and storing - LJ U the trusses at the jobsite. Unload to - -smooth surface to prevent damage. EI contratista tiene la responsabilidad de recibir, descargar y almacenar adecuadamente los trusses en la obra. Descargue los trusses en la'derra lino para prevenir el dano. .:"'- � DO NOT store 0�2.'_'am unbraced bundles RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES upright. Trusses may be unloaded directly on the ground DONT overload the crane. at the time of delivery or stored temporarily in ' contact with the ground after delivery. If trusses �, - trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal are to be stored for more than one week, place 45'(13.7 m) - blocking of sufficient height beneath the stack information. of trusses at 8' (2.4 m) to 10' (3 m) on -center trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see (D.C.). NUNCA use las ataduras para reverter un paquete. Los trusses pueden ser descargados directamente , para mos infonnadon. en el suelo en aquel momento de entrega o - almacenados temporalmente en contacto con el- top chord pitch trusses up to 45' (13.7. and suelo despues de entrega. Si los trusses estaran Apply diagonal brace to vertical guardados para mas de Una semana, ponga diagonal pard los prangs de los miembros secundarios para estabilice los primeros dnCo trusses bloqueando de altura sufidente detras de la pita (S)DO NOT store on de los busses a 8 hasty 10 pies en centro (o.c.). uneven ground. For trusses stored for more than one week, cover (vea abajo). 7) Repita este procedimiento en grupos de ❑uatro trusses hasta que todos los bundles to protect from the environment. ti ' Para trusses guardados par mas de una semana, To chord temporary lateral restraints spacing shall be 11 3 m o.c. max_. for 3x2 chords P P ry P 9 ( 1 cube los paquetes para protegerfos del ambiente. Refer to BCSI-B2*** for more information. Refer to BCSI*** for more detailed information , pertaining to handling and jobsite storage of INSTALLING INSTALACION susses. Vea elresumenBCSI-B2***Para mosinformad6n. Vea el folleto BCSI*** pard informad6n mas detal- Puede user un solo l ar Place truss bundles in stable position. - . levantar para hpa-asta de la haste 45' lada sobre el manejo y almacenado de los trusses tr Tolerances for Out -of -Plane. '. Out -of -Plumb Max. Bow Truss Length f en area de traballo. . f RESTRICCIUN/ARRIOSTRE PARA TOWS PLANOS DE TRUSSES I Tolerancias para Fuera-de-Plano. � 3/a^ t 2.5' Use par to menos dos punter de reverter con estable. NO almacene verticalmente los trusses sueltos. NO almacene en berrd desigual. .. HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRAINT &BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES `LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES RESTRICCION YARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 DONT overload the crane. Q 1) Install ground bracing. 2) Set firs[ miss and attach securely to ground bracing. 3) Set next 4 �� 10' 3 m) or Diagonal bracing Repeat diagonal bracing RYT/ii7� Refer to 15' 4.6 m)* every 15 truss spaces 30' NOsobrecargue la gnja. �, - trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal BCSI-87*** for more (g.1 m) max. 45'(13.7 m) - 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 ' = Vea el'resumen BCSI-87*** NUNCA use las ataduras para reverter un paquete. below). 7) Repeat process with groups of four trusses until all trusses are set. para mos infonnadon. [� A single lift point may be used for bundles of \ 1) Instale los arriostres de tiers. 2) Instate el primero truss y ate seguramente at arriostre de top chord pitch trusses up to 45' (13.7. and Berra. 3) Instate los pr6mmos 4 busses con restricd6n lateral temporal de miembro torte, (vee abajo). 4) Instate el arriostre diagonal de la cuerda superior (vea abajo). 5) Instate arriostre Apply diagonal brace to vertical parallel chord trusses up to 30' (9.1 m). ' diagonal pard los prangs de los miembros secundarios para estabilice los primeros dnCo trusses webs at end of cantilever and at Use at least two lift points for bundles of top A WARNING Do not over load supporting (vea abajo). 6) Instate la restriccOn lateral temporal y arriostre diagonal para la cuerda inferior - _! bearing locations. , All lateral restraints chord pitch trusses up to 60' (18.3 m) and para) : structure with truss bundle. (vea abajo). 7) Repita este procedimiento en grupos de ❑uatro trusses hasta que todos los lapped at least two trusses. g lel chord trusses up to 45' (13.7 m). Use at least trusses erten instalados. To chord temporary lateral restraints spacing shall be 11 3 m o.c. max_. for 3x2 chords P P ry P 9 ( 1 three lift points for bundles of top chord pitch iADVERTENCIA! No sobrecargue la trusses >60' (18.3m) trusses Refer to BCSI-B2*** for more information. j� and 15'(4.6 m) o.c. for 4x2 chords. and parallel chord estructura apoyada con el paquete de INSTALLING INSTALACION >45'(13.7m). trusses. ! Vea elresumenBCSI-B2***Para mosinformad6n. w Out-of-Plane7,-: Puede user un solo l ar Place truss bundles in stable position. - . levantar para hpa-asta de la haste 45' y RESTRAINT/ BRACING FOR ALL PLANES OF TRUSSES tr Tolerances for Out -of -Plane. '. Out -of -Plumb Max. Bow Truss Length f queues e cuerda superior a trusses as Puce paquetes de trusses en unci sid6n y trusses de cuerdas parelelas de 30' o menos. pe, f RESTRICCIUN/ARRIOSTRE PARA TOWS PLANOS DE TRUSSES I Tolerancias para Fuera-de-Plano. � 3/a^ t 2.5' Use par to menos dos punter de reverter con estable. 9 0 • This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses _ � Max. Bow' olso D (tt) 19 mm 3.8 m repos de busses de cuerda superior indinada g pe PCTs . See to of next column for tem ra restraint and bracin of PCTs.- ( ) P Po ry 9 Length ->► U I t/4" 1' 7/8" 14.6' hasta 60'y trusses de cuerdas paralelas haste 45'. Use par to menos dos puntos de levantar con grupos de trusses de cuerda superior indinada i { Este metodo de restricci6n y arriostre es pat todo trusses excepto trusses de cuerdas parelelas . p 6 mm 0.3 m 22 mm 4.5 m Max. Bow Lenge, -_� 1/2" 2' 1" 16.7' . mas de 60' y trusses de cuerdas paralelas mas de 45: (PCTs) 3x2 y 4x2. Vea la parte superior de la columna para la restricdbn y arriostre temporal de PCTs. Max. sow ❑ ; 13 mm 0.6m 25 mm 5.1m " ' 1 TOP CHORD-- CUERDA SUPERIOR '• ) I a : - 314" 3' 1-1/8" .18.8' n Length r.'. m Plumb 19 mm 0.9 m 29 mm " 5.7 m MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES v =Using a single pick -point at the peak can damage the truss. EI use de un solo lugar en el pito para levantar puede 60' or less ' hater dano at truss. ' - Approx. 1/2 Tagline truss length = I . TRUSSES UP TO 30• (9.1 m) TRUSSES HASTA 30 PIES r .Truss Span ` , • Top Chord Temporary Lateral Restraint (TCTLR) Spacing' Longitud de Tra'mo Espaciarrliento del Arriostre Temporal de la Cuerda Superior Up to 30' 10'(3 m) D.C. max. (9.1 m) Asphalt Shingles 30' (9.1 m) - 8'(2.4 m) o.c. max. 45'(13.7 m Clay Tile 45'(13.7 m) - = 6'(1.8 m) o.c. max. 60' 18.3 m) 60'(183 m) - ! 4'(1.2 m) D.C. max. - ,Is ❑ ' ./line 1" 4' 1-1/4" 20.8' ;Tolerances for f 25 mm 1.2 m 32 mm 6.3 IT Out-of-Plumb. 1-1/4" 5' 1-3/8" 22.9' �' D/80 max 32 mm 1.5 m 35 mm 7.0 m ., Tolerancias pat M ,I : 1-1/2". 6' 1-1/2" _ 25.0' Fuera-de-Plomada. 38 mm 1.8 m 38 mm 7.6 m �t 1-3/4" 7' 1-3/4" CONSTRUCTION LOADING 45 mm 2.1 m 45 mm 8.9 m CARGA DE CONSTRUCCION 2" z8' 2" 233.3' 51 mm e2.4 m 51 mm 10.1 m (' DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. .r NO proceda con la construccidn hasty que todas las restric Attach *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). - +clones laterales y los arriostres erten colowdos en forma Locale Spreader be;'1g' 3 m 'Consulte a un Professional Regist2do de Disen'o para trusses mas ( ) j i apropiada y Segura. reader bar , • 'above or 5ttlbadc o.c. max. de 60 pies. - Toe -in oe-m mid -height • - *** NOT exceed maximumstack heights. Refer to SCSI -B4*** T See BCSI-Bra for TCTLR options.1,DO for more information. Vea el SCSI -82*** para las opdones de TCTLR. * e I _ spreader bar 1 z to I ) - NO exceda las alturas maximas de montdn. Vea el resumen I� zn truss lengm - t ` BCSI-B4*** para mas informacidn. Tagline I spreader bar 213 to Refer to BCSI-B3*** for S' '. TRUSSES UP TO 60' (18.3 m) _y �- y4 truss length Gable End Frame restrain bracin: TRUSSES HASTA 60 PIES Tagline U. gj TRUSSES UP TO AND OVER 60' (18.3 m) reinforcement information.. ". �J Maximum Stack Height, ` for Material on Trusses;:, .._ • ; Material Height Gypsum Board 12'. (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 mm) Clay Tile 34 tiles high TRUSSES HASTA V SOBRE 60 PIES t Para informacidn sobre restriccidn/ TCTLR l• _�T • T - arriostre/refuerzo para Armazones Hold each truss in position with the erection equipment until to chord temporary lateral restraint _ -- P eq P P P ry .. r Hastiales vee el resumer BCSI- NEVER * x - is installed and the truss is fastened to the bearing points.-- YT 10" or - ,. NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs. - f Note: Ground bracing not shown for clanty. w NUNCA apile los materiales cerca de un pica, a centro de la luz, en Sostenga Cada truss en posict6n con equipo de gn)a hasta que la restriccidn lateral temporal de la Truss attachment g cuerda superior este instalado y el truss este aseguredo en los soportes. Repeat diagonal braces for each set of 4 trusses. required at support s) cantilevers o aleras. Repita los arrisotres diagonales para sada grupor de 4 trusses. Section A -A 0 DO NOT overload small groups or single trusses. INSTALLATION OF SINGLE TRUSSES BY HAND 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS _ - ,)1 NOsobrecargue pequenos grupos o trusses individuates. RECO14MENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES ,- - 21 POR LA MANO LATERAL RESTRAINT & DIAGONAL BRACING ARE Place loads over as many trusses as possible. _ • VERY IMPORTANT Coloque las cargas sabre tantos susses come, sea posible. Trusses 20' -" ` ' Trusses 30' , -' t .. - _ "' �.' Position loads over load bearing wallsr t' (6.1 m) or (9.1 m) or r iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL Coloque las cargas sabre las paredes soportantes. less, support less, support at SON MUY IMPORTANTES! Diagonal ' near peak. quarter points. bracin CUR splice reinforcement ALTERATIONS - ALTERACIONES Soporte Soporte de , •• 9 Truss Member CLR Refer t.BCSI-B5.*** Truss bracing not shown for clarity. Cauca at pi co los cuartos' Vea el resumer BCSI-B5. *** los trusses F Trusses up to 20' -� I de tramp los I E Trusses up to 30' i r -Web members de 20 pies o (6.1 m) trusses de 30 (9.1 m) ( �! DO NOT cut, alter, or drill any structural member of a truss unless menos. Trusses hasta 20 pies pies o menos. Trusses hasty 30 pies specifically permitted by the truss design drawing. ' NO Corte, altere o perfore ningdn miembro estructurdl de un truss, TEMPORARY RESTRAINT & BRACING A a menos que este especificamente permitido en el dibujo del disen'o I ' BottomH del truss. - RESTRICCION Y ARRIOSTRE centered ovTEMPORAL chords Minimum v rax SDab black , ,,:,,.,, - .• er splice. Attach I� • Trusses that have been overloaded during - construction or altered without the Truss Man- •- P - - p Diagonal braces to CLR with minimum 8-16d ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Refer to BCSI-B2*** for more information. Top Chord Temporary every 10 truss spaces (0.135x3.5•) nails each side , *** Lateral Restraint I 4 20'( 6.1 m) max. of splice or as specified by the Trusses que se han sobrecargado durante la construccidn o han side, alterados sin la autor- Vea el resumen BCSI-BI para mas informaci6n. (TCTLR) 10'(3 m) - 15'(4.6 m) max. Building Designer. izad6n previa del Fabricante de Trusses, pueden hater nulo y sin efecto la garanba limitada del 0 Locate ground braces for first truss directly in line 2x4 min. Same spacing as bottom Note: Some chord and web members SECTION A- }� Fabricante de Trusses. , with all rows of top chord temporary lateral restraint table in the next column). Coloque los arriostres de tierra para el primer truss directamente en linea con sada una de las filas de restrtcci6n lateral temporal de la cuerda =90° Brace first superior (vea la tabla en la pr6xima columna). truss securely DO NOT walk on unbraced trusses. before NO camine en trusses sueltos. erecfion of additional DO NOT stand on truss overhangs until trusses. v Structural Sheathing has been applied to the truss and overhangs. 4 NO se pare en voladizos cerchas hasty Revesbmiento estructural ha sido aplicado ��----y��� �ryrya laa armadura y voladizz-o-s. • tDI�IU�I IDIS gggm c or altera restraint not shown for clarity. -4MRSgJR and web members not shown for Diagonal braces every 10 LC spaces 20'(6.1 10'(3 m)-15'(4.6m)milk. EL M�4NE10, INSTA to Cotmplejo. Por favors "Contact the Component Manufacturer for more Information or mmult a Registered Design Professional for assistance ' To view a non -printing PDF of this document, visit sbdndustry.mm/bl. NOTE: The thus manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given pmjecL If the mneador believes it needs assistance in some aspect of the construction project, it should seek assistance from a competent party. The methods and procedures outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading personnel Involved with truss design, manufacture and installation, but must, due to the nature of responsibilities Involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It is not Intended that these recommendations be Interpreted as superior to the building designer's design specification for handling, Installing, restraining and bracing trusses and It does not pred We the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, floors, roofs and all the Interrelated suudumi building components as determined by the contactor. Thus, SBCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and Information contained herein. SSC aae•twee one. TRUSS PLATE INSTITUTE + 6300 Enterprise lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 608/2744849 • sbcindusW.com 703/683-1010 • toinst.oro Y ARRfIOSTRE DE LOS TRUSSES signal REaistrado de Diseno. 00. ■ W02 J01 J02 w � f r 1 r i 5 W02 J01 J02