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HomeMy WebLinkAboutB16-2699 000-000-000Job number » 16-092 Structural Calculations for Jamie Turner Durham, Ca. Gary Hawkins Architect 3095 Ceres Ave. Ste 135 Chico, Ca. 95973 (530) 892-2700 (530) 893-0532 Fax BUTTE COUNTY DEC 0 6 2016' DEVELOPMENT A , SERVICES PERMIT # _ BUTTE COUNTY DEVELOPMENT SERVICES REVI W D FOR CODE C M LIANCE DATE ���2.3 (o BY DATE 10/18/16 �® RC v S �A -Cl 8693 . nn RE_K a r-1- LIE py CALCDATA ------------------------------------------------------------------------ 11/13/97 Rev 9-20-99 Calculation data ------------------------------------------------------------------------ Description >> >> ------------------------------------------------------------------------ Jurisdiction Butte County Code referenced 2013 CRC 2013 CBC Wind loading Basic wind speed 110 MPH Exposure B Seismic loadinq Site Class D Site Design Cataqory D Gravity loading Roof live load 18 PSF Floor live load n/a PSF Balcony live load: n/a PSF Soil data Allowable bearing: 1500 PSF 2 LOAD -S' 4:58 PM ------------------------------------------------------------------------ REV 8-13-92 LOAD SUMMARY MODULE 10/17/16 DESCRIPTION >> ------------------------------------------------------------------------ ASSEMBLY >roof SLOPE > 6.00IN 12 > 26.57 DEGREES NO. DESCRIPTION UNIT WT. PITCH? ADJ. WI. - 12 Comp shingles 3.00 3.00 22 15/32' PLYWOOD 1.50 1.50 39 2 X 6'- 24K 1.10 1.10 39 2 X 6 - 24' 1.10 1.10 60- 'INSULATION R38 2.20 2.20 64 MISC. 2.00 2.00 84 5/8" GYPSUM BD 2.80 2.80 ------------------------------------------------------------------------ DL 13.70 USE: 14.00 PSF ------------------------------------------------------------------------ LL 18.00 PSF TL 32.00 PSF ASSEMBLY >wall SLOPE > IN 12 >' DEGREES NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 85 7/8' PLASTER 10.00 10.00 21 3/8" PLYWOOD 1.10 1.10 38 2 X 6 - 16' 1.70 1.70 58 INSULATION R19 1.10 1.10 64 MISC. 2.00 2.00 83 1/2' GYPSUM BD 2.50 2.50 '• DL 18.40 USE: 19.00 PSF LL - IPSF TL 19.00 ` PSF I kmd LOAD -S 9:00 AM ----------------------------------------------------------------------- REV 8-13-92 LOAD SUMMARY MODULE 11/ 7/16 ------------------------------------------------------------------------ DESCRIPTION >> ASSEMBLY >wall/ veneer SLOPE > IN 12 > DEGREES , NO. DESCRIPTION UNIT'WT. PITCH? ADJ. WT. 90 Veneer 15.00 15.00 85 7/8' PLASTER 10.00 10.00 21 3/8" PLYWOOD 1.10 1.10 38 2 X 6 16" 1.70 1.70 58 INSULATION R19 1.10 1.10 69 MISC. 2.00 2.00 83 1/2' GYPSUM BD 2.50 2.50 DL 33.90 USE: 39.00 PSF LL PSF ------------------------------------------------------------------------ TL 39.00 PSF ASSEMBLY >roof/porch SLOPE > 6.00IN 12 > '26.57 DEGREES NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 12 Comp shingles 3.00 3.00 22 15/32" PLYWOOD 1.50 1.50 39 2 X 6 - 29" 1.10 1.10 39 2 X 6 - 29" 1.10 1.10 60 INSULATION R3B 2.20 2.20 69 MISC. 2.00 2.00 85 7/8" PLASTER 10.00 10.00 ------------------------------------------------------------------------ DL 20.90 USE: 21.00 PSE LL 18.00 PSF --------------------------------------------------------------- TL 39.00 PSF Project: Location: RFB1 Roof Beam [2013 California Building Code(2012 NDS)] 5.5 IN x 11.5 IN x 11.0 FT #1 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 180.6% Controlling Factor: Moment Live Load 0.05 IN U2759 Dead Load 0.07 in Adjusted Fb' = 1625 psi Total Load 0.11 IN U1156 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A 13 Live Load 891 Ib 891 Ib Dead Load 1236 Ib 1236 Ib Total Load 2127 Ib 2127 Ib Bearing Length 0.62 in 0.62 in Comp. -L to Grain: Fc -1= 625 psi BEAM DATA Span Length 11 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.25 Controlling Shear: #1 - Douglas -Fir -Larch (North) Bending Stress: Base Values Fb = 1300 psi Adjusted Fb' = 1625 psi Comparisons with required sections: Cd=1.25 CF=1.00 Provided Shear Stress: Fv = 170 psi Fv' = 213 psi Area (Shear): Cd=1.25 63.25 in2 Modulus of Elasticity: E = 1600 ksi E''= 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 5850 ft -Ib 8960 Ib 5.5 ft from left support 18 psf Created by combining all dead and live loads. DL= Controlling Shear: -2127 Ib Tributary Width: At support. 2 ft Created by combining all dead and live loads. WALL = PQ Gary Hawkins . / 'Gary Hawkins Architect K : _,,3045 Ceres Ave, Suite 135 or Chico, CA 95973 StruCalc Version 9.0.2.5 11/7/2016 2:05:52 PM Side One: LENGTHS Ladj = AND 11 Comparisons with required sections: MIA Provided Section Modulus: 43.2 in3 121.23 in3 Area (Shear): 15.01 in2 63.25 in2 Moment of Inertia (deflection): 144.75 in4 697.07 in4 . Moment: 5850 ft -Ib 16416 ft -Ib Shear: -2127 Ib 8960 Ib PQ Gary Hawkins . / 'Gary Hawkins Architect K : _,,3045 Ceres Ave, Suite 135 or Chico, CA 95973 StruCalc Version 9.0.2.5 11/7/2016 2:05:52 PM Side One: LENGTHS Ladj = AND 11 LOADS ft Roof Live Load: LL = 18 psf Roof Dead Load: DL= 21 psf Tributary Width: TW = 7 ft Side Two: WT = 387 plf Roof Live Load: LL = 18 psf Roof Dead Load: DL= 21 psf Tributary Width: TW = 2 ft Wall Load: WALL = 0 SLOPE/PITCH ADJUSTED Adjusted Beam Length: LENGTHS Ladj = AND 11 LOADS ft Beam Self Weight: BSW = 13 plf Beam Uniform Live Load: wL = 162 plf Beam Uniform Dead Load: wD_adj = 225 plf Total Uniform Load: WT = 387 plf Project: Location: FTG -2 Footing [2013 California Building Code(2012 NDS)] Footing Size: 2.0 FT x 2.0 FT x 12.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min. Section Footing Design Adequate FOOTING PROPERTIES 0.46 in Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE 3:15 sf Width: W = 2 ft Length: L = 2 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8:25 in COLUMN AND BASEPLATE SIZE Allowable Bearing: Column Type: Wood Column Width: m = 6 in Column Depth: n= 6 in FOOTING CALCULATIONS 909 Ib Bearing Calculations: 0.46 in Steel Required Based on Moment: As(1) = Ultimate Bearing Pressure: Qu = 1064 psf Effective Allowable Soil Bearing Pressure: Cie = 1350 psf Required Footing Area: Areq = 3:15 sf Area Provided: A = 4.00 sf Baseplate Bearing: Development Length Supplied: Ld-sup = 9 in Bearing Required: Bear = 5818 Ib Allowable Bearing: Bear -A = 99450 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 909 Ib Allowable Beam Shear: Vc1 = 14850 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 57 in Punching Shear: Vu2 = 3767 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 105806 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 137363 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 70538 Ib Controlling Allowable Punching Shear: vc2 = 70538 Ib Bending Calculations: Factored Moment: Mu = 17453 in -Ib Nominal Moment Strength: Mn = 169965 in -Ib Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.46 in Steel Required Based on Moment: As(1) = 0.06 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = 0.58 in2 Controlling Reinforcing Steel: As-reqd = 0.58 in2 Selected Reinforcement: #4's @ 8.0 in. o.c. e/w (3) Min. Reinforcement Area Provided: As = 0.59 in2 Development Length Calculations: 387 Ib Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 9 in Note: Plain concrete adequate for bending, therefore adequate development length not required. �F Pa e Gary Hawkins Gary Hawkins Architect w; 3045 Ceres Ave, Suite 135 c� 0��"'��•- "`"®Chico, CA 95973 StruCalc Version 9.0.2.5 11/7/2016 9:16:38 AM LOADING DIAGRAM 1 —6 In 12 In n n n T J In 1 2ft FOOTING LOADING Live Load: PL= 1782 Ib Dead Load: PD= 2472 Ib Total Load: PT = 4254 Ib Ultimate Factored Load: Pu = 5818 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 387 Ib 3-0235 - 50 SHEETS - 5 SQUARES COMET 3-0236 - 100 SHEETS - 5 SQUARES 3-0237 - 200 SHEETS - 5 SQUARES 3-0137- 200 SHEETS - FILLER W Project: Location: ' Roof Beam [2013 California Building Code(2012 NDS)] 3.5 IN x 11.25 IN x 12.33 FT #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 75.4% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.07 IN U2101 LENGTHS Ladj = Dead Load 0.10 in ft Total Load . 0.17 IN U876 LL = Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS I6 B DL= Live Load 555 Ib 555 Ib psf Dead Load 775 Ib , 775 Ib TW = Total Load 1330 lb 1330 Ib ft Bearing Length 0.61 in 0.61 in WT = BEAM DATA Span Length 12.3 ft plf Unbraced Length -Top 0 ft LL = Unbraced Length -Bottom 0 ft psf Roof Pitch 6 :12 DL= Roof Duration Factor 1.25 psf MATERIAL PROPERTIES #2 - Douglas -Fir -Larch (North) Base Values TW = Bending Stress: Fb = 850 psi Fb' = AA'usted 1169 psi Cd=1.25 CF= 1.10 WALL = Shear Stress: Fv = 180 psi Fv' = 225 psi Cd=1.25 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. •L to Grain: Fc -1= 625 psi Fc - -L= 625 psi Controlling Moment:, 4100 ft -Ib 6.165 ft from left support Created by combining all dead and live loads. Controlling Shear: -1330 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: R Provided Section Modulus: 42.1 in3 73.83 in3 Area (Shear): 8.87 in2 39.38 int Moment of Inertia (deflection): 113.73 in4 415.28 in4 Moment: 4100 ft -Ib 7191 ft -Ib Shear: -1330 lb 5906 lb page :Gary Hawkins I ` Gary Hawkins Architect 3045 Ceres Ave, Suite 135 Chico, CA 95973 StruCalc Version 9.0.2.5 11/7/2016 9:34:34 AM Side One: LENGTHS Ladj = AND LOADS 12.33 ft Roof Live Load: LL = 18 psf Roof Dead Load: DL= 21 psf Tributary Width: TW = 3 ft Side Two: WT = 216 plf Roof Live Load: LL = 18 psf Roof Dead Load: DL= 21 psf Tributary Width: TW = 2 ft Wall Load: WALL = 0 SLOPEIPITCH ADJUSTED Adjusted Beam Length: LENGTHS Ladj = AND LOADS 12.33 ft Beam Self Weight: BSW = 8 plf Beam Uniform Live Load: wL = 90 plf Beam Uniform Dead Load: wD_adj = 126 plf Total Uniform Load: WT = 216 plf Project: Location: Hdr-1 Multi -Loaded Multi -Span Beam [2013 California Building Code(2012 NDS)] 5.125 IN x 13.5 IN x 18.5 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 12.7% Controlling Factor: Deflection Live Load 0.45 IN U494 Dead Load 0.37 in Total Load 0.82 IN U271 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS ® j Live Load 2712 Ib 3363 Ib Dead Load 2248 Ib 2755 Ib Total Load 4960 Ib 6118 Ib Bearing Length 1.49 in 1.84 in BEAM DATA Span Length Center 18.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 18.5 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 Camber Required 0.56 Notch Depth- 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values 270 plf Uniform Dead Load Bending Stress: Fb = 2400 psi Adiusted Controlled by: plf Fb_cmpr = 1850 psi Fb' = 2760 psi Cd=1.15 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Comp. -L to Grain: Fc -1= 650 psi Fc -1' = 650 psi Controlling Moment: 24846 ft -Ib 9.99 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -6118 Ib 18.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 108.03 in3 155.67 in3 Area (Shear): • 30.11 in2 69.19 in2 Moment of Inertia (deflection): 932.05 in4 1050.79 in4 Moment: 24846 ft -Ib 35805 ft -Ib Shear: -6118 lb 14057 Ib page �Z Gary Hawkins / Gary Hawkins Architect 1ct �n3045 Ceres Ave, Suite 135 a •, Chico, CA 95973 StruCalc Version 9.0.2.5 11!7!2016 8:39:17 AM Uniform Live Load 270 plf Uniform Dead Load 210 plf Beam Self Weight 15 plf Total Uniform Load 495 plf Load Number One Live Load 1080 Ib Dead Load 840 Ib Location 14.83 ft Project: Location: FTG1 Footing [2013 California Building Code(2012 NDS)] Footing Size: 2.25 FT x 2.25 FT x 12.00 IN Reinforcement: #4 Bars @ 6.00 IN. O.C. E/W / (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in 1350 psf Required Footing Area: FOOTING SIZE Width: W = 2.25 ft Length: L = 2.25 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in COLUMN AND BASEPLATE SIZE Bearing Required: Column Type: Wood Column Width:. m = 3 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: DIAGRAM P n n n Ultimate Bearing Pressure: Qu = 1208 psf Effective Allowable Soil Bearing Pressure: Qe = 1350 psf Required Footing Area: Areq = 4.53 sf Area Provided: A = 5.06 sf Baseplate Bearing: Bearing Required: Bear = 8687 Ib, Allowable Bearing: Bear -A = 49725 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 1689 Ib Allowable Beam Shear: Vc1 = 16706 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 51 in Punching Shear: Vu2 = 6777 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 63113 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 133650 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 63113 Ib. Controlling Allowable Punching Shear: vc2 = 63113 Ib Bending Calculations: Factored Moment: Mu = 29318 in -Ib Nominal Moment Strength: Mn = 225412 in -Ib Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.55 in Steel Required Based on Moment: As(1) = 0.10 in2 Min. Code Req'd Reinf. Shrink.lfemp. (ACI -10.5.4): As(2) = 0.65 in2 Controlling Reinforcing Steel: As-reqd = 0.65 in2 Selected Reinforcement: #4's @ 6.0 in. o.c. e/w (4) Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 10.5 in Note: Plain concrete adequate for bending, therefore adequate development length not required. page �r—Gary Hawkins c///►�yy' ^Gary Hawkins Architect 4 3045 Ceres Ave, Suite 135 of Chico, CA 95973 StruCalc Version 9.0.2.5 11/7/2016 8:42:36 AM LOADING 12 In DIAGRAM P n n n Dead Load: PD = 2755 lb Total Load: PT = 6118 Ib Ultimate Factored Load: Pu = T 3 In L L 2.25 ft i-3 in - 12 in Q_ n n n T 3 In L 2.25 ft FOOTING LOADING Live Load: PL = 3363 Ib Dead Load: PD = 2755 lb Total Load: PT = 6118 Ib Ultimate Factored Load: Pu = 8687 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 489 Ib COMET 3-0235— 50 SHEETS — 5 SQUARES 3-0236 — 100 SHEETS — 5 SQUARES 3-0237 200 SHEETS — — 5 SQUARES 3-0137 — 200 SHEETS — FILLER A .. c . a 1 — �- Project: Location: Hdr-2 Multi -Loaded Multi -Span Beam [2013 California Building Code(2012 NDS)] 5.5 INx7.5INx 12.0 FT (4 + 4 + 4) #1 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 153.9% Controlling Factor: Shear DEFLECTIONS un Center Riaht Live Load 0.01 IN L/7525 0.00 IN UMAX 0.01 IN LR525 Dead Load 0.00 in 0.00 in 0.00 in Total Load 0.01 IN U4575 0.00 IN UMAX 0.01 IN U4575 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A @ Q g Live Load 810 Ib 2160 Ib 2160 Ib 810 Ib Dead Load 672 Ib 1847 Ib 1847 Ib 672 Ib Total Load 1482 Ib 4007 Ib 4007 Ib 1482 Ib Bearing Length 0.43 in 1.17 in 1.17 in 0.43 in BEAM DATA bg$ Center f= Span Length 4 ft 4 ft 4 ft Unbraced Length -Top O ft O ft O ft Unbraced Length -Bottom 4 ft 4 ft 4 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch (North) Base Values Adjusted Bending Stress: Fb = 1200 psi Fb' = 1376 psi Cd=1.15 CI=1.00 CF= 1.00 Shear Stress: Fv = 170 psi Fv' = 196 psi Cd=1.15 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc - 1= 625 psi Fc -1' = 625 psi Controlling Moment: -1512 ft -Ib Over right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear: -2117 lb. At right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1, 2 Comparisons with required sections: Read Provided Section Modulus: 13.18 in3 51.56 in3 Area (Shear): 16.25 in2 41.25 int Moment of Inertia (deflection): 10.14 in4 193.36 in4 Moment: -1512 ft -Ib 5915 ft -Ib Shear: -2117 lb 5376 lb page -k ,Gary Hawkins Gary Hawkins Architect / `•; 3045 Ceres Ave, Suite 135 a Chico, CA 95973 StruCalc Version 9.0.2.5 11/7/2016 10:20:30 AM Uniform Live Load 450 plf 450 plf 450 plf Uniform Dead Load 411 pif 411 plf 411 plf Beam Self Weight 9 pif 9 pif 9 plf Total Uniform Load 870 Of 870 Dlf 870 Dlf t Project: Location: FTG4 Footing [2013 California Building Code(2012 NDS)j Footing Size: 2.0 FT x 2.0 FT x 12.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: FY = 40000 psi Concrete Reinforcement Cover: c = 3 in 1350 psf Required Footing Area: FOOTING SIZE Width: W = 2 ft Length: L = 2 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in COLUMN AND BASEPLATE SIZE Bear = Column Type: Wood Column Width: m = 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Beam Shear: Bearing Calculations: PL = 2160 Ib Ultimate Bearing Pressure: Qu = 1002 psf Effective Allowable Soil Bearing Pressure: Oe = 1350 psf Required Footing Area: Areq = 2.97 sf Area Provided: A = 4.00 sf Baseplate Bearing: Bearing Required: Bear = 5672 Ib Allowable Bearing: Bear -A = 99450 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 886 Ib Allowable Beam Shear: Vc1 = 14850 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 57 in Punching Shear: Vu2 = 3673 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 105806 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 137363 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 70538 Ib Controlling Allowable Punching Shear: vc2 = 70538 Ib Bending Calculations: Factored Moment: Mu = 17017 in -Ib Nominal Moment Strength: Mn = 169965 in -Ib Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.46 in Steel Required Based on Moment: As(1) = 0.06 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = 0.58 in2 Controlling Reinforcing Steel: As-reqd = 0.58 in2 Selected Reinforcement: #4's @ 8.0 in. o.c. e/w (3) Min. Reinforcement Area Provided: As = 0.59 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 9 in Note: Plain concrete adequate for bending, therefore adequate development length not required. FFpage Gary Hawkins (� `*Gary Hawkins Architect / 3045 Ceres Ave, Suite 135 ar "j��Chico, CA 95973 StruCalc Version 9.0.2.5 11/7/2016 11:01:01 AM LOADING DIAGRAM �--s In -� 12 In n n T 31n l 2 f FOOTING LOADING Live Load: PL = 2160 Ib Dead Load: PD= 1847 Ib Total Load: PT= 4007 Ib Ultimate Factored Load: Pu = 5672 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 387 Ib k- Project: Location: FTG3tt _ 0 P 0 1 O,OT D Footing t� (2013 California Building Code(2012 NDS)] Footing Size: 3.25 FT x 3.25 FT x 12.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (5) min. Section Footing Design Adequate page Gary Hawkinse 1�5 Gary Hawkins Architect q,3045 Ceres Ave, Suite 135 or ' ��Chico, CA 95973 StruCalc Version 9.0.2.5 11/30/2016 9:03:32 AM FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in 1350 psf Required Footing Area: FOOTING SIZE Width: W = 3.25 ft Length: L = 3.25 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in COLUMN AND BASEPLATE SIZE Bearing Required: Column Type: Wood Column Width: m = 4 in Column Depth: n= 4 in FOOTING CALCULATIONS Bearing Calculations: PL= 6800 Ib Ultimate Bearing Pressure: Qu = 1288 psf Effective Allowable Soil Bearing Pressure: Qe = 1350 psf Required Footing Area: Areq = 10.07 sf Area Provided: A = 10.56 sf Baseplate Bearing: Bearing Required: Bear = 19040 Ib Allowable Bearing: Bear -A = 44200 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 5492 Ib Allowable Beam Shear: Vc1 = 24131 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo= 49 in Punching Shear: Vu2 = 17162 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 90956 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 132413 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 60638 Ib Controlling Allowable Punching Shear: vc2 = 60638 Ib Bending Calculations: Factored Moment: Mu = 92820 in -Ib Nominal Moment Strength: Mn = 283066 in -Ib Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.47 in Steel Required Based on Moment: As(1) = 0.32 int Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = 0.94 in2 Controlling Reinforcing Steel: As-reqd = 0.94 in2 Selected Reinforcement: #4's @ 8.0 in. o.c. e/w (5) Min. Reinforcement Area Provided: As = 0.98 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 16.5 in LOADING DIAGRAM i-4ln—i 12 In P J In 3.25 ft FOOTING LOADING Live Load: PL= 6800 Ib Dead Load: PD = 6800 Ib Total Load: PT = 13600 Ib Ultimate Factored Load: Pu = 19040 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 1021 Ib . J i Project: Location: Hdr-3 48.27 in3 Roof Beam Area (Shear): [2013 California Building Code(2012 NDS)] 46.13 in2 5.125 IN x 9.0 IN x 4.5 FT 86.92 in4 24F -V4 - Visually Graded Western Species - Dry Use Moment:. Section Adequate By: 43.3% 17297 ft -Ib Controlling Factor: Moment 5374 lb DEFLECTIONS Center Live Load 0:03 IN U1724 ft Dead Load 0.03 in WT = Total Load 0.06 IN U860 off Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS ® @ 0 Live Load 2676 Ib 2676 Ib Roof Dead Load: Dead Load 2698 Ib 2698 Ib 0 Total Load 5374 Ib 5374 Ib Tributary Width: Bearing Length 1.61 in 1.61 in . 0 ft Point Live Load BEAM DATA Span Length 4.5 ft 5352 Unbraced Length -Top 0 ft Point Dead Load Unbraced Length -Bottom .0 ft 5352 Roof Pitch 6 :12 Point Load Location Roof Duration Factor 1.25 2.3 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Wall Load:. Bending Stress: Fb = 2400 psi Adfusted 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 1 E'= 1800 ksi Comp. -L to Grain: Fc -1= 650 psi Fc -1' = 650 psi Controlling Moment 12067 ft -lb 2.25 ft from left support Created by combining all dead and live loads. Controlling Shear: 5374 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Section Modulus: 48.27 in3 69.19 in3 Area (Shear): 24.34 in2 46.13 in2 Moment of Inertia (deflection): 86.92 in4 311.34 in4 Moment:. 12067 ft -Ib 17297 ft -Ib Shear: 5374 lb 10186 lb �, page '� Gary Hawkins -Gary Hawkins Architect / .,3045 Ceres Ave, Suite 135 of e-, ,r..,_',n.��+Chico, CA 95973 StruCalc Version 9.0.2.5 11/7/2016 10:51:19 AM Side One: Ladj = 4.5 ft r Roof Live Load: LL = 0 psf Roof Dead Load: DL= 0 psf Tributary Width: TW = 0 ft Side Two: WT = 10 off Roof Live Load: LL = 0 psf Roof Dead Load: DL= 0 psf Tributary Width: TW = 0 ft Point Live Load LL = 5352 Ib Point Dead Load DL= 5352 Ib Point Load Location @ 2.3 ft Wall Load:. WALL = 0 plf Adjusted Beam Length: Ladj = 4.5 ft r Beam Self Weight: BSW = 10 plf Beam Uniform Live Load: wL = 0 plf Beam Uniform Dead Load: wD_adj = 10 pif Total Uniform Load: . WT = 10 off 'Project: Location: FTG3 Footing [2013 California Building Code(2012 NDS)] Footing Size: 2.0 FT x 2.0 FT x 12.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min. Section Footing Design Adequate FOOTING PROPERTIES PL = Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in Areq = 3.98 sf FOOTING SIZE Width: W = 2 ft Length: L = 2 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in COLUMN AND BASEPLATE SIZE Allowable, Bearing: Column Type: Wood Column Width: m= 3 in Column Depth: n= 6 in FOOTING CALCULATIONS 1175 Ib Bearing Calculations: PL = 2676 Ib Ultimate Bearing Pressure: Qu = 1344 psf Effective Allowable Soil Bearing Pressure: Qe = 1350 psf Required Footing Area: Areq = 3.98 sf Area Provided: A = 4.00 sf Baseplate Bearing: Bearing Required: Bear= 7519 Ib Allowable, Bearing: Bear -A = 49725 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 1175 Ib Allowable Beam Shear: Vc1 = 14850 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 51 in Punching Shear: Vu2 = 5426 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 63113 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 133650 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 63113 Ib Controlling Allowable Punching Shear: vc2 = 63113 Ib Bending Calculations: Factored Moment: Mu = 22558 in -Ib Nominal Moment Strength: Mn = 169965 in -Ib Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.46 in Steel Required Based on Moment: As(1) = 0.08 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = 0.58 in2 Controlling Reinforcing Steel: As-reqd = 0.58 in2 Selected Reinforcement: #4's @ 8.0 in. o.c. e/w (3) Min. Reinforcement Area Provided: As = 0.59 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 9 in Note: Plain concrete adequate for bending, therefore adequate development length not required. Page ' Gary Hawkins Gary Hawkins Architect „:3045 Ceres Ave, Suite 135 Chico, CA 95973 StruCalc Version 9.0.2.5 is in i it7t2 16 2:15:13 PM Live Load: PL = 2676 Ib Dead Load: PD = 2698 Ib Total Load: PT = 5374 Ib Ultimate Factored Load: Pu = 7519 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 387 Ib Project: Location: FTG5 mpopp.t 6r t4 --I& Footing OAtP SV?.oj [2013 California Building Code(2012 NDS)] Footing Size: 2.0 FT x 2,0 FT x 12.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min. Section Footing Design Adequate FOOTING PROPERTIES PL = Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in Areq = 2.81 sf FOOTING SIZE Width: W = 2 ft Length: L = 2 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in COLUMN AND BASEPLATE SIZE Allowable Bearing: Column Type: Wood Column Width: m= 4 in Column Depth: n= 6 in [;f41*1i11NCx9-";Xq1J TIN I Lei Bearing Calculations: PL = 1900 Ib Ultimate Bearing Pressure: Qu = 950 psf Effective Allowable Soil Bearing Pressure: Qe = 1350 psf Required Footing Area: Areq = 2.81 sf Area Provided: A = 4.00 sf Baseplate Bearing: Bearing Required: Bear = 5320 Ib Allowable Bearing: Bear -A = 66300 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 831 Ib Allowable Beam Shear: Vc1 = 14850 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 53 in Punching Shear: Vu2 = 3708 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 76519 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 134888 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 65588 Ib Controlling Allowable Punching Shear: vc2 = 65588 Ib Bending Calculations: Factored Moment: 'Mu = 15960 in -Ib Nominal Moment Strength: Mn = 169965 in -Ib Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.46 in Steel Required Based on Moment: As(1) = 0.05 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = 0.58 in2 Controlling Reinforcing Steel: As-reqd = 0.58 in2 Selected Reinforcement: #4's @ 8.0 in. o.c. e/w (3) Min. Reinforcement Area Provided: As = 0.59 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 9 in Note: Plain concrete adequate for bending, therefore adequate development length not required. page Gary Hawkins �'�Gary Hawkins Architect 3045 Ceres Ave, Suite 135 ' Chico, CA 95973 Tf StruCalc Version 9.0.2.5 i Sin 11 f7f2 b16 2:18:20 PM Live Load: PL = 1900 Ib Dead Load: PD = 1900 Ib Total Load: PT = 3800 Ib, Ultimate Factored Load: Pu = 5320 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 387 Ib 10/17/2016 Design Maps Summary Report Design Maps Summary Report User -Specified Input Report Title Turner Residence Mon October 17, 2016 23:56:28 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.64630N, 121.6219°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output SS = 0.616 g SMS = 0.805 g SDs = 0.537 g S1 = 0.264 g SMI = 0.494 g SDI = 0.330 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 0.90 0.81 0.72 0.63 ,. 0.54 4' 0.45 N 0.3G- 0.27 -- 0.19-- 0.09 .360.2T0.180.09 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period. T (sec) Design Response Spectrum 0.54-- 0.49-- 0.42-- 0.3G .540.480.420.36 Im 0.30- 0.24- 0.12-- 0. OG .300.240.120.06 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period. T (sec) For PGA,„ T, CRS, and CRl values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. it http://ehpl-earthquake.cr.usgs.gov/designmaps/us/summary.php?tem plate=m inimal&latitude=39.64638longitude=-121.6219&siteclass=3&ri skcategory=0&edifi... 1/1 File ------------------------------------------------------------------7----------------------- >SHEARW 4:56 PM 10/11/16 REV. 6-17-99 Shearwall schedule Description >> Common nails (Box nails) Seismic Wind Mark Description HF DF HF DF 1 3/8' cdx plywood with 8d nails .213 .260 .299 .365 at 6", 12' o.c. (.173) (.211) (.242) (.296) 2 3/8' cdx plywood with 8d nails .312 .380 .436 .532 at 4",'12' o.c. (.253) (.308) (.353) (.431) 3 3/8' cdx plywood with 8d nails .402 .490 .562 .685 at 3', 12' o.c. (.326) (.397) (.455) (.554) 4 15/32' cdx plywood with 10d nails .254 .310 .357 .435 at 6', 12' o.c. (.206) (.251) (.289) (.352) 5 15/32' cdx plywood with 10d nails .377 .460 .529 .645 at 4', 12' o.c. (.305) (.373) (.428) (.522) 6 15/32" cdx plywood with 10d nails .492 .600 .689 :89 at 3', 12' o.c. (.399) (.486) (.558) (.680) 7 1/2' gyp bd with 5d nails. wind .082 .100 at 7" o.c. edge 6 field Unblocked seismic .041 .050 8 5/8' gyp bd with 6d nails wind .094 .115 at 7' o.c. edge 6 field Unblocked seismic .047 .058 9 7/8' cement plaster over expanded metal .148 .180 or woven wire lath with no. 16 gage staples, (7/8' leg) at 6' o.c. 10 3/8' plywood siding with 8d nails .131 .160 .184 .225 at 6', 12' o.c. 3-0235 - 50 SHEETS - 5 SQUARES \ COMET 3-0236 - 100 SHEETS - 5 SQUARES J 3-0237 - 200 SHEETS - 5 SQUARES 3-0137 - 200 SHEETS - FILLER 3-0235 - 50 SHEETS - 5 SQUARES ~� COMET 3-0236 - 100 SHEETS - 5 SQUARES 3-0237 — 200 SHEETS — 5 SQUARES c 3-0137 - 200 SHEETS - FILLER w (� tit a 7Y w COMET 3-0235 — 50 SHEETS — 5 SQUARES 3-0236 1 \ — 100 SHEETS — 5 SQUARES /1 J 3-0237 — 200 SHEETS — 5 SQUARES 3-0137 — 200 SHEETS — FILLER P. lar- IZ lk- -� �`'".� ' j� :, tom•' Q � �. � � oa ; �: ; �- �--- . I 3-0235 — 50 SHEETS — 5 SQUARES \ COMET 3-0236 —100 SHEETS — 5 SQUARES 1 /) 3-0237 — 200 SHEETS — 5 SQUARES J 3-0137 - 200 SHEETS - FILLER LEE " t ' r. ems"' %r a .j;. 3-0235 — 50 SHEETS — 5 SQUARES COMET 3-0236 — 100 SHEETS — 5 SQUARES 3-0237 — 200 SHEETS — 5 SQUARES 3-0137— 200 SHEETS — FILLER Jv-IV" .�s �y 3-0235 - 50 SHEETS - 5 SQUARES COMET 3-0236 - 100 SHEETS - 5 SQUARES 3-0237 - 200 SHEETS - 5 SQUARES 3-0137 - 200 SHEETS - FILLER 3-0235 - 50 SHEETS - 5 SQUARES + COMET 3-0236 - 100 SHEETS - 5 SQUARES \f 3-0237 - 200 SHEETS - 5 SQUARES 3-0137 - 200 SHEETS - FILLER Pla VV 3-0235 — 50 SHEETS — 5 SQUARES COMET 3-0236 — 100 SHEETS — 5 SQUARES f 3-0237 — 200 SHEETS — 5 SQUARES 3-0137 — 200 SHEETS — FILLER 6.6 , aw_ NJ �� - a e CIS - Q it kg 3-0235 - 50 SHEETS - 5 SQUARES COMET 3-0236 - 100 SHEETS - 5 SQUARES 11 3-0237 - 200 SHEETS - 5 SQUARES /1 3-0137 - 200 SHEETS - FILLER art CIA ra �. en CIP �. a • asv 3-0235 - 50 SHEETS -.5 SQUARES COMET 3-0236 - 100 SHEETS - 5 SQUARES l 3-0237 - 200 SHEETS - 5 SQUARES / 3-0137 - 200 SHEETS. - FILLER f �a. NIP N Nj Ail A tip:. ice• �. _ a �. � �. .. w N i 3-0235 - 50 SHEETS - 5 SQUARES \ COMET 3-0236 - 100 SHEETS - 5 SQUARES /1 3-0237 - 200 SHEETS - 5 SQUARES 3-0137 - 200 SHEETS - FILLER -. X4 o it CP 1 i ILJ''e" 3 r 01 3-0235 - 50 SHEETS - 5 SQUARES COMET 3.0236 - 100 SHEETS - 5 SQUARES / 3-0237 - 200 SHEETS - 5 SQUARES / 3-0137 - 200 SHEETS - FILLER e.9� � deo �y � � � • �. All NIV j i 3-0235 - 50 SHEETS - 5 SQUARES Jl COMET 3-0236 - 100 SHEETS - 5 SQUARES 3-0237 - 200 SHEETS - 5 SQUARES 3-0137 - 200 SHEETS - FILLER 03 BUTTE COUNTY esl n Truss Take -off Design & Sales s zsistance. Monte Call - 793 Camellia Dr (530) 811.4132 Of f ice Paradise, CA 95969 (530) 811.4132 FAX TRUSS ENGINEERING Turner Residence 12/29/2016. DEC 0 6 2016 DEVELOPMENT SERVICES PERMIT # SURE GOUNTY U1_. PMENT SERVICES C0QE FOR C.0QE C�I1�lt�LIANC E OATS _ 6Y . MiTek Industries (800) 772 5351 .�7 r z �00 LLJ zF. w o� (� 3 z (`1 x V1 //1 ao J O� 00 N Q W M w iv In o' NDNWaOO�4ZjmO jaOO wWV OmLLlZNOW��ZZj�Nu¢U LS m �W LLuj uj0000 c QWKUWaO CL z za(,ozamc�wa� 'd �Jz~F7-KW�NT=iy c �awpz>Z a w� mx_ J W¢ r N y, U_' N W I��O )LLcc oxrw O a CL o a a z F -r m. I W y vl N V) W W W' �fI o - o M W n J 3 U N c C U a Q Job Truss Truss Type Qty Ply Turner Residence K2613794 60673TURNER Al Roof Special Girder - --- 1 --I 'Z __- � Job Reference optional)__ DESIGN ASSISTANCE, PARADISE, CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Nov 25 13.01,04 2016 Page 1 .r,,,,.n,r:hcm.o� RRrxvNvHR-vvhrAfOsawalZS6oaodttFKrU0n7RFM8v1 yLuyFdyD 2-0-0 5-6.13 6-0-12 9-10-3 14-6.0 19-1-13_ -_-,- 23.9-10 28.5-7 5.6-13 0-5-115 3-9-7 4-7.13 4-7-13 4-7.13 4-7.13 i -I Scale = 1:60.8 5-6.13 9-10-3 14-6-019-1-13 23-9-10 28-5-7 33-3-0 5-6-13 4-3.6 4-7-13 4-7.13 4-7-13 4.7"13 49-9 . Plate OHseis(X Y)__[2'0 -10-3.0-2-J 3[ 0-4-0 0-1-11 _ &[ 404 0 0-3-0] 1f 50-4.0 0-4-8] LOADING (psf) SPACING- • 2.0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) 0.22 14-15 >999, 240 MT20• 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.45- Vert(TL) -0.67 14-15 >592 180 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.12 11 n/a n/a Weight: 370 Ib FT = 20% BCDL 10.0 Code IBC2012ITP12007 Matrix -MS BRACING- LUMBER- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, TOP CHORD 2x4 DF NoA&Btr G except end verticals, and 2-0-0 oc purlins (4-11-13 max.): 3-10. BOT CHORD 2x6 DF N0.1 &Bit G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No. 18Btr G REACTIONS. (Ib/size) 11=256410-3.8, 2=2596/0-5-8 Max Horz 2=87(LC 22) Max Uplift 11=-482(LC 5), 2=-519(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5279/1040, 3.5=-6667/1292, 5-6=-6667/1292, 6-7=-7818/1492, 7-8=-7818/1492, 8-9=-3934/758,9-10=-3934/758,10-11=-2426/461 .BOT CHORD 2-17=-980/4734, 16-17=-974/4707, 15-16=-1529/7947, 14-15=-152917947, 13.14=-1253/6561,12-13=-1253/6561 WEBS 7-14=-492/104, B-14=-27911445, 6 13 -37/377, 8-12=-30201573, 9-12=-533/9. 914, 10-12=-835/4441 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3••) nails as follows: Top chords connected as follows: 20 - 1 row at 0-9.0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) Allloads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to Ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; nd right B=45H; L=33H; have=4H; Cat. ZHO& F�iC ll; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical IeH and right exposed; porch left and right � Q�Of ESSION4Z AO exposed; Lumber DOL=1.60 plate grip DOL=1.60 = 2 5) Provide adequate drainage to prevent water ponding. 4f 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. U C 70068 x 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 2-0-0 wide will fit between the bottom chord and any other members. EXP. 9 30 2018 late rating reduction of 20% has been applied for the green lumber members. able of withstanding 482 Ib uplift at joint 11 and 519 Ib u ft 9) Provide mechanical connection (by others) of it pli 8) A puss to bearing plate capCIVIL �P at joint 2. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. F OF CA��F November 29,2016 0ee O ®WARNING - VerfIV design parameters and READ NOTES ON THIS AND tteeINCLUDED MITEK REFcRENCE PAGE Miv dual rail. ing co2013 BEFORE USE. Design valid for use Doty with MTekrd connectors. This design is based only upon parameters shown, antl is for anIntlividuat building component, not M iTe k' r.aa rr nn o. trr ea AA a truss system. Before use, the building designer must verify the applicability of design parameters and proFedy Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling or individual truss web and/or chord members only. Additional temporary and permanent bracing 250 Klug Circle b always required for stability end to prevent collapse with possible Dersonel injury end property damage. For general guidance regarding the Corona, CA 92e80 Satetytlnformatlon davaileble hom Truss ".ea nsl'dute5218 N LaesSlreel, Sutte 312, Alexa dda,lV'A 22n14 Illy Criteria, DSB419 end BC51 Building Component 6x8 = 1.50 II 3x10 = 1.5x4 II 5x8 = 1.5x4 II 3x10 = 6.00 12 q 3 20 1 r, 22 0123 624rF,25 rm 26 7M 27 28. 29 3 831 32 nT 8 3 � 34 rszt 10 35 rut fl 4 m ®'11 1737 38 16 39 15 4041 42 14 43 44 73 45 46 12 47 48 49 2.5x5 II 36 5x8 = 8x8= 3x10 = 6x12 = 2.5x5 II 3x6 = 2.5x5 II 5-6.13 9-10-3 14-6-019-1-13 23-9-10 28-5-7 33-3-0 5-6-13 4-3.6 4-7-13 4-7.13 4-7-13 4.7"13 49-9 . Plate OHseis(X Y)__[2'0 -10-3.0-2-J 3[ 0-4-0 0-1-11 _ &[ 404 0 0-3-0] 1f 50-4.0 0-4-8] LOADING (psf) SPACING- • 2.0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) 0.22 14-15 >999, 240 MT20• 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.45- Vert(TL) -0.67 14-15 >592 180 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.12 11 n/a n/a Weight: 370 Ib FT = 20% BCDL 10.0 Code IBC2012ITP12007 Matrix -MS BRACING- LUMBER- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, TOP CHORD 2x4 DF NoA&Btr G except end verticals, and 2-0-0 oc purlins (4-11-13 max.): 3-10. BOT CHORD 2x6 DF N0.1 &Bit G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No. 18Btr G REACTIONS. (Ib/size) 11=256410-3.8, 2=2596/0-5-8 Max Horz 2=87(LC 22) Max Uplift 11=-482(LC 5), 2=-519(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5279/1040, 3.5=-6667/1292, 5-6=-6667/1292, 6-7=-7818/1492, 7-8=-7818/1492, 8-9=-3934/758,9-10=-3934/758,10-11=-2426/461 .BOT CHORD 2-17=-980/4734, 16-17=-974/4707, 15-16=-1529/7947, 14-15=-152917947, 13.14=-1253/6561,12-13=-1253/6561 WEBS 7-14=-492/104, B-14=-27911445, 6 13 -37/377, 8-12=-30201573, 9-12=-533/9. 914, 10-12=-835/4441 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3••) nails as follows: Top chords connected as follows: 20 - 1 row at 0-9.0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) Allloads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to Ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; nd right B=45H; L=33H; have=4H; Cat. ZHO& F�iC ll; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical IeH and right exposed; porch left and right � Q�Of ESSION4Z AO exposed; Lumber DOL=1.60 plate grip DOL=1.60 = 2 5) Provide adequate drainage to prevent water ponding. 4f 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. U C 70068 x 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 2-0-0 wide will fit between the bottom chord and any other members. EXP. 9 30 2018 late rating reduction of 20% has been applied for the green lumber members. able of withstanding 482 Ib uplift at joint 11 and 519 Ib u ft 9) Provide mechanical connection (by others) of it pli 8) A puss to bearing plate capCIVIL �P at joint 2. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. F OF CA��F November 29,2016 0ee O ®WARNING - VerfIV design parameters and READ NOTES ON THIS AND tteeINCLUDED MITEK REFcRENCE PAGE Miv dual rail. ing co2013 BEFORE USE. Design valid for use Doty with MTekrd connectors. This design is based only upon parameters shown, antl is for anIntlividuat building component, not M iTe k' r.aa rr nn o. trr ea AA a truss system. Before use, the building designer must verify the applicability of design parameters and proFedy Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling or individual truss web and/or chord members only. Additional temporary and permanent bracing 250 Klug Circle b always required for stability end to prevent collapse with possible Dersonel injury end property damage. For general guidance regarding the Corona, CA 92e80 Satetytlnformatlon davaileble hom Truss ".ea nsl'dute5218 N LaesSlreel, Sutte 312, Alexa dda,lV'A 22n14 Illy Criteria, DSB419 end BC51 Building Component Truss TRoof Type - Oly. Ply Turner Residence - K26137 73TURNER Al pecialGirder 1 2 Job Reference (o tiona)1 :SIGN ASSISTANCE, PARADISE, CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Nov 25 13:01:05 2016 Page 2 NOTES - 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 208 lb down and 176 Ib up at 5.8-9, 94 Ib down and 88 Ib up at 8-0-12, 62 Ib down and 56 Ib up at 10-0-12, 94 Ib down and 91 Ib up at 12-0-12, 95 Ib down and 90 Ib up at 14-0-12, 95 Ib down and 90 Ib up at 16-0-12, 95 Ib down and 90 Ib up at 18-0-12, 95 Ib down and 91 Ib up at 20-0-12, 95 Ib down and 91 Ib up at 22.1-4, 95 lb down and 90 Ib up at 24-1-4, 95 Ib down and 90 Ib up at 26-1-4, 95 Ib down and 90 Ib up at 28-1-4, and 95 Ib down and 90 Ib up at 30-1-4, and 95 Ib down and 90 Ib up at 32-1.4 on top chord, and 214 Ib down and 81 Ib up at 4-0-12, 68 Ib down and 12 Ib up at 6.0-12, 69 Ib down and 15 Ib up at 8-0-12, 69 Ib down and 15 Ib up at 10-0-12, 69 Ib down and 15 Ib up at 12-0-12, 69 Ib down and 15 Ib up at 14-0-12, 69 Ib down and 15 Ib up at 16-0-12, 69 Ib down and 15 lb up at 18-0-12, 69 Ib down and 15 Ib up at 20-0-12, 69 Ib down and 15 Ib up at 22-1-4, 69 Ib down and 15 Ib up at 24-1-4, 69 Ib down and 15 Ib up at 26-1-4, 69 Ib down and 15 Ib up at 28-1-4, and 69 Ib down and 15 Ib up at 30-1-4, and 69 Ib down and 15 Ib up at 32-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3.4=-62, 3-20=-22, 10-20=-62, 2-11=-20 Concentrated Loads (lb) Vert: 3=-137 16=-52(F) 5=-37 21=-94 23=-94 24=-95 25=-95 26=-95 27=95 29=-95 31=-95 32=-95 33=-95 34=-95 35=-95 36=-274(F) 37=-50(F) 38=-51(F) 39= -51(F)40= -52(F)41= -52(F)42= -52(F)43= -52(F)44= -52(F)45= -52(F)46= -52(F)47= -52(F)48= -52(F) 49=-52(F) 4 ®WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7477 rev. 10/07/2013 BEFORE USE. Design valid for use only with MRek®conneclors. This design is Dased only upon paremelers shrnvn, entl is for en indivitluel building wmponent, not a Wss system. Before use, the building designer must verify Ne applicability of design paremeters and pro0edy incorporate this design Into the overall building design. Bracing indirsted is to prevent buckling of inddual truss web endlor chord members only. Addigonal temporary and permanent bracing is always required for slabillty and to prevent collapse with possible personal injury and property damage. For ganerel guidance regarding the lebricatlon, storage, delivery, erection and bre"rlI of trusses and. truss systems, see ANSOTPII Duality Cr" OSB-89 and BCSI BuIlding Component Selety Inrormotion available from Truss Plate Insdtute. 2i8 N. Lee Street, Suite 312, Alexandria, `/A 22314. - MiTek- 250 Klug Circle Corona, CA 92880' Job Truss Truss Type Qty11ob Turner Residence K2613795 60673TURNER A2 Roof Special 1 S Reference (optional) 29 2016 M'T k Industries Inc Fri Nov 25 13'01.19 2016 Page 1 DESIGN ASSISTANCE, PARADISE, CA 8.030 s ep a ID:5XJ4h2GUgBrEbFNeon8RcxyNvHB-zg5W KoCGHXZusmmgyT00_PSlhvgSuFLLt7FN WyFdy_ 2-0-0 7-6-13 8 - 2 13.8-2 20-1.13 26-7-8 33-3-0 2-0-0 7-6-13 0- 5 5-7-6 6-5.11 6r5-11 r 6.7-8 Scale =.1:60.8 6x8 = 1.5x4 II 3x10 = 5x8 = 4x8 = 1.5x4 II 5x8 = 1.50 3x6 7-6.13 13-8-2 20-1-13 26-7.8 33-3-0 7.6-13 6-1-5 6-5-11 6.5-11 6-7-8 -1-8_30-4-00-1.11,0.3_OJ�[10:0-1-1208] [12:0-4-0.0 3-01— Plate Offsets (XY2:0-2-10 07 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell UdPLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) 0.18 11-12 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.54 11-12 >737 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.13 9 We We Weight: 159 Ib FT = 20% BCDL 10.0 Code IBC2012ITP12007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 OF No.1&Bir G TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purlins, BOT CHORD 2x4 OF No.1&Btr G except end verticals, and 2-0-0 oc purlins (2-10-15 max.): 3-8. WEBS 2x4 OF No.1&Bir G BOT CHORD Rigid ceiling directly applied or 8-4-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide.`_._ _ REACTIONS. (Ib/size) 9=1380/0-.3-8,2=1581/0-5-8 Max Horz 2=112(LC 5) Max Uplift 9=-284(LC 5), 2=-322(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2653/567, 3-5=-3121/710, 5-6=-3120/710, 6-7=-2019/447, 7-8=-2019/447, 8.9=-1318/276 BOT CHORD 2-13=-537/2303, 12-13=-536/2298, 11-12=-656/3015, 10-11=-656/3015 WEBS 3=13=-32/257, 3-12=-224/1034, 5-12=-467/125, 6-11=-15/256, 6-10=-1149/250, 7-10=-435/99, 8-10=-47712289 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. 11; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q��FEgSIpNq will fit between the bottom chord and any other members. (� 6) A plate rating reduction of 20% has been applied for the green lumber members. =�cv0 y M ZHAO �� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) C Z 9=284,2=322. entrated and/or bottom n U C 70068 8) Graphical puriin representation does not depict the size or the orientation ofconcloads) 691b dowand 80 b up at J 9) Hanger(s) or other connection device(s) shall be provided sufficient to support 7-8-9, 115 Ib down and 135 Ib up at 10-0-12, 74 Ib down and 53 Ib up at 12-0-12, 72 Ib down and 52 Ib up at 14-0-12, 72 Ib down E .9-30-2018 and 52 Ib up at 16-0-12, 72 Ib down and 52 Ib up at 18-0-12, 72 Ib down and 52 Ib up at 20-0-12, 78 Ib down and 52 Ib up at 22-1-4, 78 Ib down and 52 lb up at 24.1-4, 78 Ib down and 52 Ib up at 26-1-4, 78 Ib down and 52 Ib up al 28-1 4, and 78 Ib down and 52 Ib up at 30.1-4, and 78 Ib down and 52 Ib up at 32-1.4 on top chord. The design/selection of such connection device(s) is QP T9 �\P the responsibility of others. LOAD CASE(S) Standard November 29,2016 WARNING • Vcrry design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENC11 E PAGE MII.74uu 7aa 7ll rev. 10/07/2013 BEFORE USE.�- tnslgvend for use only wish MTek® connectors. This design is bast'd�obn" aP tlesl n marametersvend propedy IncorPora'a lhrsldes 9_ 10 the overall MITe'IC rusytm. use, the building designer must verily the appy 9 Pilding design. Bracing Indicated Is to prevent buckling or individual truss web enNor chortl memters only. Additional Iemporery and permanent bracing 250 Klug Circe is always roquaed for stabiliy and to prevent collapse with possible personal injury end property damage. For general guitlance regarding Ne Corona, CA 92880 rabric.'S r storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSBA9 and BCSI Bullding Component — Soraty Informotlon available from Truss Plate Instituta. 218 N. Lee Street, Suite 312, Alexentlrie, VA 22314. Job FA2 ss Truss Type Qty Ply Turner Residence 1L . . K2613795 60673TURNER —Roof Special -- — -- —�1 _— — 1 Job Reference (optional)_ Utb]UN Abblb IANLa, rArWUIb C, "A LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3-4=-62, 3-17=-22, 8-17=-62, 9-14=-20 Concentrated Loads (Ib) Vert: 18=-115 31=-0 ID:5XJ4h2GUgBrEbFNeon8RcxyNvH8-zg5W KoCGHXZusmmgyTDO_PSlftvgSuFLLt7FNWyFdy_' WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, end is for en individual building component, not ss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall a trussbuilding design. Bracing indicated is n prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I s 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 ANSIlTPIt Quality Criteria. DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22310 MiTek' 250 Klug Circle Corona, CA 92880 DESIGN ASSISTANCE, PARADISE, CA o.uov s aup ca cv,u ,w„ o ,, US ".as. , „,.... , �.. ,....... . ID:5XJ4h2GUgBrEbFNeon8RcxyNvH8-cBp3ruLoTD4Btcg_f_cCTxyNXj_5GNJ66k1tngyFdxo _2-.1-.0 4.11-8_ _ 9.6-13 10.0-12 17-2-0 25.1.10 _I 33-3.0 _ 2- 4.11-8 4-7-5 0- - 5 7.1-4 7-11.10 8-1-6 ' Scale = 1:60.3 6x8 = 6x8 =: 3x4 = 3x6 = 1.5x4 II 3x4 = 5x8 = 1.5x4 II 3x6 = 33-3-0 4.11-B 9-6-13 17-2-0 25.1-10 1 �4 11.8--� 4 7 5 7-7.3 7-11.10 8.1-6 Plate Offsets (X Y)-- 14:0-4-0.0-1-111[7:0-4-0,0-3.8](18 Edge 0-1-8 ,J11:0-4-0,13-3-01 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc). I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) 0.14 11-12 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.42 11-12 >936 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.13 9 n/a n/a j Weight: 168 lb FT = 20% BCDL 10.0 Code IBC2012ITP12007 Matrix -MS _Il LUMBER- BRACING- TOPCHORD 2x4 DF No.1&Bir G TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc purlins; BOT CHORD 2x4 DF No.1&Btr G except end verticals, and 2-0-0 oc purlins (3-7-2 max.): 4-8. WEBS 2x4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 9-5-12 oc bracing. WEBS 1 Row at midpt 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide REACTIONS. (Ib/size) 9=1375/0-3-8, 2=1561/0-5-8 Max Horz 2=137(LC 22) Max Uplift 9=-278(LC 5), 2=-315(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-26461534; 34=-23871538, 4-6=-25211571, 6-7=-2521/571 BOT CHORD 2-13=-504/2302, 12-13=-504/2302, 11-12=-504/2109, 10-11=-41311871,9-10=-413/1871 WEBS 4-12=-851344, 4-11=-98/565, 6-11=-497/112, 7-11=-176/756, 7-10=-231344, 7-9=-21321443 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=33ft; eave=4ft; Cal. ll; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrant with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide Q�OF E$$1�Nq will fit between the bottom chord and any other members. << 6) A plate rating reduction of 20% has been app/'led for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding' 100 Ib uplift at joint(s) except Ol=1b) O �M ZF1q� 'l•C�� 9=278,2=315. 8) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. U C 70068 1r 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 Ib down and 168 Ib up at � 9-8-9, 71 Ib down and 51 Ib up at 12-0-12, 74 Ib down and 53 Ib up at 14-0-12, 74 Ib down and 53 Ib up at 16-0-12, 74 Ib down and E , Q-30 2018 53 Ib up at 18-0-12, 74 Ib down and 53 Ib up at 20-0-12, 79 Ib down and 53 Ib up at 22-1-4, 79 Ib down and 53 Ib up at 24-14, 79 Ib down and 53 lb up at 26-1-4, 79 Ib down and 53 Ib up at 28-1-4, and 75 Ib down and 45 Ib up at 30-14, and 75 Ib down and 45 * / Ib up at 32-1-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard AGF November 29,2016 ®WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 I.,10/07/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall M iTe k, building design. Bracing iindicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for ac ng Instabiily and to prevent collapse with possible personal injury end property damage. For general guidance regarding the 250 KlugCircle fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 quality Criteria, DSB439 and BC51 Bullding Component Corona, CA 92880 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Pty Turner Residence K2613796 60673TURNER A3 Roof Special 1 1 _ Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA o.uov s aup ca cv,u ,w„ o ,, US ".as. , „,.... , �.. ,....... . ID:5XJ4h2GUgBrEbFNeon8RcxyNvH8-cBp3ruLoTD4Btcg_f_cCTxyNXj_5GNJ66k1tngyFdxo _2-.1-.0 4.11-8_ _ 9.6-13 10.0-12 17-2-0 25.1.10 _I 33-3.0 _ 2- 4.11-8 4-7-5 0- - 5 7.1-4 7-11.10 8-1-6 ' Scale = 1:60.3 6x8 = 6x8 =: 3x4 = 3x6 = 1.5x4 II 3x4 = 5x8 = 1.5x4 II 3x6 = 33-3-0 4.11-B 9-6-13 17-2-0 25.1-10 1 �4 11.8--� 4 7 5 7-7.3 7-11.10 8.1-6 Plate Offsets (X Y)-- 14:0-4-0.0-1-111[7:0-4-0,0-3.8](18 Edge 0-1-8 ,J11:0-4-0,13-3-01 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc). I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) 0.14 11-12 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.42 11-12 >936 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.13 9 n/a n/a j Weight: 168 lb FT = 20% BCDL 10.0 Code IBC2012ITP12007 Matrix -MS _Il LUMBER- BRACING- TOPCHORD 2x4 DF No.1&Bir G TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc purlins; BOT CHORD 2x4 DF No.1&Btr G except end verticals, and 2-0-0 oc purlins (3-7-2 max.): 4-8. WEBS 2x4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 9-5-12 oc bracing. WEBS 1 Row at midpt 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide REACTIONS. (Ib/size) 9=1375/0-3-8, 2=1561/0-5-8 Max Horz 2=137(LC 22) Max Uplift 9=-278(LC 5), 2=-315(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-26461534; 34=-23871538, 4-6=-25211571, 6-7=-2521/571 BOT CHORD 2-13=-504/2302, 12-13=-504/2302, 11-12=-504/2109, 10-11=-41311871,9-10=-413/1871 WEBS 4-12=-851344, 4-11=-98/565, 6-11=-497/112, 7-11=-176/756, 7-10=-231344, 7-9=-21321443 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=33ft; eave=4ft; Cal. ll; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrant with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide Q�OF E$$1�Nq will fit between the bottom chord and any other members. << 6) A plate rating reduction of 20% has been app/'led for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding' 100 Ib uplift at joint(s) except Ol=1b) O �M ZF1q� 'l•C�� 9=278,2=315. 8) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. U C 70068 1r 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 Ib down and 168 Ib up at � 9-8-9, 71 Ib down and 51 Ib up at 12-0-12, 74 Ib down and 53 Ib up at 14-0-12, 74 Ib down and 53 Ib up at 16-0-12, 74 Ib down and E , Q-30 2018 53 Ib up at 18-0-12, 74 Ib down and 53 Ib up at 20-0-12, 79 Ib down and 53 Ib up at 22-1-4, 79 Ib down and 53 Ib up at 24-14, 79 Ib down and 53 lb up at 26-1-4, 79 Ib down and 53 Ib up at 28-1-4, and 75 Ib down and 45 Ib up at 30-14, and 75 Ib down and 45 * / Ib up at 32-1-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard AGF November 29,2016 ®WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 I.,10/07/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall M iTe k, building design. Bracing iindicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for ac ng Instabiily and to prevent collapse with possible personal injury end property damage. For general guidance regarding the 250 KlugCircle fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 quality Criteria, DSB439 and BC51 Bullding Component Corona, CA 92880 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply Tumer Residence K2613796 60673TURNER A3 Roof Special DESIGN ASSISTANCE, PARADISE. CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-5=-62, 4-17=-22, 8-17=-62, 9-14=-20 Concentrated Loads (lb) Vert: 4=-90 Job Reference (o do onal) - 8.030 s Sep 29 2016 MiTek Industries, Inc. Fd Nov 25 13:01:31 2016 Page 2 ID:5XJ4h2GUgBrEbFNeon8RcxyNvH8-c8p3ruLoTD4Blcg_f cCTxyNX)_5GNJ66kltngyFdxo WARNING • Varlry design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7413 rev. 10/03/2013 BEFORE USE. • Design valid for use only with M7ek61 connectors. This design is based only upon parameters shown, and is for an individual building component, not 7 a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall Milek• 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 250 KlugCircle fabdcation, storage, delivery, erection and bracing of trusses and truss systems. see ANSIITPII Duality Criteria, DSB-89 and BCSI Building Component Corona, CA 92880 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Job TrussTruss Type Qty Ply Turner Residence CSI'. TC 0.54 DEFL. in (loc) I/deb Ud Vert(LL) 0.10 11-12 • >999 240 PLATES GRIP MT20 220/195 LOADING (psi) TCLL 20.0 TCDL 11.0 • K2613797 60673TURNER A4 Roof Special 1 1 Rep Stress Incr YES WB 0.55 Horz(TL) 0.11 ___ Weight: 176 Ib FT = 20% BCDL 10.0 Job Reference (o tg_tonal) DESIGN ASSISTANCE, PARADISE, CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Fn Nov 25 13.01.32 2016 Page 1 1 D:5XJ4h2GUgBrEbFN eon8RcxyNvH8-5KN R 2 E MO EXC 2wm FAD i7 RO9VZ57 Mf?r4 FLOmRJ GyFdxn -2.0-0 5-11-8 1146.13 12 -12 18-6-0 25-9-10 33-3.0 2.0.0 5-11.8 5-7-5 0- -15 6-5-0 7-3-10 7-5-6 Scale = 1:60.4 6x8 = 1.5x4 II 6x8 = 3x6 Il 3x6 = 1.5x4 II 3x4 = 5x8 = 1.5x4 If 3x6 = 5.11-8 11-6-13 18-6-0 25-9-10 33-3.0 5-11-8 5-7-5 6"11"3 7-3-10 Plate Offsets (X Y)_14:0-4-0.0-1-111, 71 0-4-0.0-3"8 111 0-4.0,0-3-0] SPACING- 2-0-0 CSI'. TC 0.54 DEFL. in (loc) I/deb Ud Vert(LL) 0.10 11-12 • >999 240 PLATES GRIP MT20 220/195 LOADING (psi) TCLL 20.0 TCDL 11.0 Plate Grip DOL 1.15 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.33 11-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.11 9 n/a n/a Weight: 176 Ib FT = 20% BCDL 10.0 Code IBC2012/TP12007 Matrix -MS BRACING - LUMBER- TOP CHORD Structural wood sheathing directly applied or 4-1-4 oc purlins, TOP CHORD 2x4 DF No.1 881r G except end verticals, and 2-0-0 oc purlins (4-3-4 max.): 4-8. BOT CHORD 2x4 DF No.1Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF No.18Btr G WEBS 1 Row at midpt 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 9=1474/0-3-8, 2=1505/0-5-8 Max Horz 2=162(LC 5) Max Uplift 9=-302(LC 5), 2=-255(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2518/411, 3-4=-2098/391, 4.6=-1998/414, 6-7=-1998/414, 8-9=-290/79 11-12=-360/1821, 10-11=-309/1457,9-10=-309/1457 BOT CHORD 2-13=-390/2182,12-13=-390/2182, 4-12=-80/401, 4-11=-77/334, 6-11=-441/89, 7-11=-118/687, WEBS 3-12=-400/127, 7-10=-231333, 7-9=-1812/345 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25N; 8=45ft; L=33R; eave=oft; Cat. II; Exp.B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcd in alrent with any other live toads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q��FESSlONq will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 4 6) A plate rating reduction of 20% has been applied for the green lumber members. F 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) =�t0 �M ZH 9=302.2=255. 8) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bolt and 81r b up at U C 70068 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11-8-9, 71 Ib down and 51 Ib up at 14-0-12, 54 Ib down and 21 Ib up at 16.0-12, 74 Ib down and 53 Ib up at 18-0-12, 74 Ib down EXP. 9 30-2018 and 53 Ib up at 20-0-12, 79 Ib down and 53 Ib up at 22-1-4, 79 Ib down and 53 Ib up at 2471-4, 60 Ib down and 21 Ib up at 26-1-4, 76 Ib down and 51 Ib up at 28-1.4, and 66 Ib down and 65 Ib up at 30-1-4, and 66 Ib down and 65 Ib up at 32-1-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard q ALF November 29,2016 WARNING - Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7077 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTelcO connectors. This design is based only upon parameters shown, and is for en individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters entl properly Incorporate this design into the overall MiTek' 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 end to prevent collapse with possible personal injury and property damage, 'For general guidance regarding the SI Building Component 250 KlugCircle fabrication, storage• delivery, erection and bracing of truity Criteria. DSB-89 and BCCorona, CA 92880 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 223sses and truss systems, see ANSI/TPI1 Quality _ Job Truss Truss Type Oty Ply TurnerResidence K 60673TURNER A4 Roof Special 1 1 ____]Truss --- --------- -----------.—___---- -- Job Reference -(optional)_ 2613797 ID:5XJ4h2GUgBrEbFNeon8RcxyNvH8.5KN R2EMOEXC2wmFADi7R09VZ57Mf7r4 FLOmRJGyFdxn LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-5=-62, 4-17=-22, 8-17=-62, 9-14=-20 Concentrated Loads (lb) Vert: 4=-1 28=-66 29=-66 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rov. 10/03/1013 BEFORE USE.° Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual building component• not a Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall M iTek' building design. truss system. Bof oreBraciu 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 250 Klug Cirde fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component ' Corona. CA 92880 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. _ _ --- -- ._ R1 Job Truss Truss Type Oty PlyTTunerResidencK261379860673TURNER AS California 1 -c eference optional) qc 4o.ni•oo oma o.,.,e DESIGN ASSISTANCE, PARADISE, CA o.wu s ocp ca <u.v w„M. . OV y . ID:5XJ4h2GUgBrEbFNeonBRcxyNvH8-ZXxpGaN2_gKvYwgMmPegZM 118XhVkJ5PZ2 W_riyFdxm -2-0-0 6-11-8 I 13-6-13 13-11,11 21-1-0 28-2-5 28 77(..3�33.3.0�,� r2-0-0 6-11-8 6-7-5 0-4- 4 7-1-5 7.1-5 0- -14 4-7.13 Scale = 1:60.6 5x8 1.5x4 II 5x8 = 3x6 = 1.50 II 5x8 = 5x8 = 4x6 = 1.5x4 Y 4 cr v 6-11-8 1 13-6.13 21.1-0 28-7-3 33-3-0 _ 6-11-8 6.7.5 7-6-3 7-6-3-- 4-7-13 . Plate Offsets (X Y)-- [4:0-2-8 0-1-12 -[6.0-4-0.0-1-31, 11( .0-4-0,0_3-Oj --- LOADING (psf) SPACING- 2.0-0 CSI. DEFL.. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.11 10-11 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.35 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code IBC20121TP12007 Matrix -MS Weight: 181 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins, BOT CHORD 2x4 DF No.18Btr G except end verticals, and 2-0-0 oc purlins (3-114 max.): 4-6. WEBS 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-10 MiTek.recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1579/0-5-8.8=1512/0-5-8 Max Horz 2=153(LC 24) Max Uplift 2=-292(LC 8), 8=-304(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2637/488,3-4=-2104/461. 4-5=-1790/441, 5-6=-1790/441, 6-7=-1073/271, 7-8=-1480/304 BOT CHORD 2-12=-414/2281, 11-12=414/2281, 10-11=-375/1798, 9-10=-217/946 WEBS 3-11=-530/145, 4-11=-84/474, 5-10=-617/157, 6-10=-240/1159, 6-9=-801/180, 7-9=-27111306 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vesd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; B=45ft; L=33ft; eave=4N; Cat. Il; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide pFESSIQN will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. HAS 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=292,8=304. J C 70068 8) Graphicat.purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 Ib down and 79 Ib up at 13-8-9, 113 Ib down and 135 Ib up at 16-0-12, 54 Ib down and 21 Ib up at 18-0-12, 74 Ib down and 53 Ib up at 20-0-12, 79 Ib down 9-30- 18 and 53 Ib up at 22-1-4, 60 Ib down and 21 Ib up at 24-1-4, and 117 Ib down and 135 Ib up at 26-1-4, and 73 Ib down and 75 Ib up at 28-5-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. st P LOAD CASE(S) Standard t November 29,2016 WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK.REFERENCE PAGE 11111.7473 rev. 10/03/2013 BEFORE USE. Design valid for use only with MiTekO 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 M iTek' 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 ANSUTPIt Quality Criteria, OSB -89 and SCSI Building Component 250Klle9C Circle 4 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2231 92880 _ j. Job Truss Truss Type Qty Ply -� Turner Residence - K2613798 60673TURNER A5 California 1 1 Job Reference (o tip oval) UtbWN Abblb IANUr, rArWulb C, l A LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-6=-62, 6-7=-62, 8-13=-20 Concentrated Loads (lb) Vert: 6=-26 16=-113 23=-113 ID:5XJ4h2GUgBrEbFNeon8RcxyNvH8-ZXxpGaN2_gKvYwgMmPegZM118XhVkJ5PZ2W rlyFdxm WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.747) rev. 10/03/2013 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual buss 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 ANSIITPIII Quality Criteria, OSB -89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Dal* MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Turner Residence 1.15 TCDL 11.0 Lumber DOL 1.25 K2613799 60673TURNER A6 Hip 1 1 Code IBC2012/TP12007 15-913,) down and 135 Ib up at down and 135 Ib up at 24-14, and 130 Ib down and 153 Ib up at 26-1-4 on lop chord. The design/selection of such connection OF CPA -W device(s) is the responsibility of others. BRACING - Job Reference o tional DESIGN ASSISTANCE, PARADISE. CA 8.030 s Sep 29 2016 MITek Industries, Inc. Fri Nov 25 13:01:35 2016 Page 1 ID:5XJ4h2GUgBrEbFNeonBRcxyNvH8-Vv3ZhGOIWSadnD_Iugh8en76IKLPCEc11M75wbyFdxk 15.11-11 -2-0.03-541 -S-B 9-3-8 14-1-8 15-8-7 21.1-0 28-2-5 2 -7 6 33-3-0 2-0-0 3.5-8 -0-0 4-10-0 4-10-0-6-15 5-1-5 5-1.5 0.5- 6.7.10 0-3.4 Scale= 1:63.0 5x8 \\ 6.00 j2 3x4 = 4x6 4x6 = 5x8 12.00 12 3x4 = 5x8 = 3-5-8 -5.8 9-3.8 14-1.8 15-1•B 21-1.0 26-7-6 33-3-0 3.5-8 -0-0 4-10-0 4-10-0 5.11-8 5-6-6 6-7-10 tol=tp nRcpis fX Y1-- f7:0-1-12.0-1-81. [15:0-5-4,0-2-41(16:0-5-8.0-3-8],_ 19[ Lu-b-4-1.1-43J— LOADING 0-5-4 0-2-4] — LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2012/TP12007 LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF NO.1&Btr G WEBS 2x4 DF No.1&Bir G REACTIONS. (Ib/size) 2=1641/0-5-8,12=1575/0-5-8 Max Horz 2=168(LC 7) Max Uplift 2=-336(LC 8), 12=-375(LC 8) CSI. DEFL. in (IOC) Ildell Ud PLATES GRIP TC 0.41 Vert(LL) -0.19 16-17 >999 240 MT20 220/195 BC 0.57 Vert(TL) -0.58 16-17 >685 180 1r C 70068 A WB 0.44 Horz(TL) 0.29 12 n/a n/a Weight: 215 Ib FT = 20% Matrix -MS CIV1� 15-913,) down and 135 Ib up at down and 135 Ib up at 24-14, and 130 Ib down and 153 Ib up at 26-1-4 on lop chord. The design/selection of such connection OF CPA -W device(s) is the responsibility of others. BRACING - November 29,2016' TOP CHORD Structural wood sheathing directly applied or 2-10-14 oc purlins, WARNING-Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. is based only upon meters and Is for an individual • except end verticals, and 2-0-0 oc purlins (4-10-5 Max.): 8-10. M iTel� BOT CHORD Rigid ceiling directly applied or 7-6-4 oc bracing. ' fabrication, storage, delivery. erection and bracing Safety Information available from Truss Plate institute. 218 N. Lee Street, Suite 312. Alexandria, WEBS 1 Row at midpt 7-15, 8-14, 9-13 MiTek recommends that Stabilizers and required cross bracing ' be installed during truss erection, in accordance with Stabilizer Installation guide FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2606/524, 34=-4631/952, 4-6=-3128/696, 6-7=-2385/602, 7-8=-1920/548, 8.9=-1651/494,9-10=-1120/364,10-11=-1334/386,11-12=-1515/370 BOT CHORD 2-19=-448/2237, 18-19=-575/2905, 17-18=-806/4081, 16-17=-569/2763, 15-16=-643/2737, 1415=-414/1672,13-14=-419/1639 WEBS 3-19=-2106-16=-883/173. 7-16=-511/2411. 7 158-2380/474,8-15=-156/059999614=-7262619 9-13=-940/220,11-13=-326/1328 NOTES - 1) Unbalanced roof live loads have been considered for this design. Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=33ft; eave=4N; Cat. 2) Wind: ASCE 7-10; VUIt=110mph (3 -second gust) Il; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 OFE5SIONq 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load no nconcurrent with any other live loads. where a rectangle 3.6-0 tall by 2.0-0 wide �M ZHq� C 5) - This truss has been designed for a live load of 20.Opsf on the bottom c hord in all areas other members, with'BCDL = 10.0psf. =��O will fit between the bottom chord and any 6) A plate rating reduction of 20% has been applied for the green lumber members. 100 Ib uplift al joint(s) except Ol=1b) to bearing plate capable of withstanding 1r C 70068 A 7) Provide mechanical connection (by others) of truss 2=336,12=375. 8) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. load(s) 134 Ib down and 164 Ib up at * EXP. 9-30 2018 ) or other connection device(s) shall be provided sufficient to support concentrated or 9) Hangersof 18 0-12, 54 Ib down and 21 Ib up at 20-0-12, 60 Ib down and 21 Ib up at 22-1-4, and 117 Ib CIV1� 15-913,) down and 135 Ib up at down and 135 Ib up at 24-14, and 130 Ib down and 153 Ib up at 26-1-4 on lop chord. The design/selection of such connection OF CPA -W device(s) is the responsibility of others. November 29,2016' LOAD CASE(S) Standard WARNING-Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. is based only upon meters and Is for an individual • Design valid for use only with MTek® Connectors. This design ab til of design arameters and propeIf ncorporate this design Into he overall a uuss system. Before use, the building designer must verify the applicability 9 P truss web and/or chord members only. Additional temporary and permanent bracing M iTel� building design. Bracing indicated is to prevent buckling of individual is always required for stability end to prevent collapse with possible personal injury and property damage. For general guidance regarding the of trusses and truss systems. see ANSA 22quality Criteria. OSB -89 end SCSI Building Component 250 Klu Circle Corona, CA 92880 ' fabrication, storage, delivery. erection and bracing Safety Information available from Truss Plate institute. 218 N. Lee Street, Suite 312. Alexandria, ��- Job Truss Truss Type Qty Ply Turner Residence ,K2613799 60673TURNER A6 Hip 1 1 Job Reference (optional) - ID:5XJ4h2GUgBrEbFNeon8RcxyNvHB-Vv3ZhGOIWSadnD_Iugh8en761KLPCEci1M?5wbyFdxk LOAD CASE(S) Standard 1) Dead + Roof live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-8=-62, 8-10=-62, 10-11=-62, 19-20=-20,18-19=-20. i6-18=-20, 15-16=-20, 12-15=-20 Concentrated Loads (lb) Vert: 8=-87 23=-113 28=-113 29=-64 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mirek® 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rabdcation, storage. delivery. enaction and bracing of trusses and truss systems, see ANSV7PI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - MiTek 250 Klug Circle Corona, CA 92880 Job Truss 60673TURNER IA7 Type Qty Ply Turner Residence K2613800 ;SISTANCE, PARADISE, CA J 8.030 s Sep 29 2016 MiTek Industries, Inc. Fd Nov 25 13:01:36 2016 Page 1 - ID:5XJ4h2GUgBrEbFNeon8RcxyNvH8-z6dyucPwHIJUPNZxSXCNA1fA3kgnxfcrFOkeSlyFdxj 17.11-tt -2-0-0 3.5-B -5-8 9-3-8 14-1-8 5.1-8 IMA3 24-2.5 24 7 3 28-10-10 33-3-0 2-0-0 3-5.8 1-0-0 4.10-0 4-t0-0 -0-0 2-5-5 Ott 62-10 01.713 - 4 4-3-7 4-0.6 Scale: 3/16'=1' 5x12 MT20HS = 4x6 C rn 011 5x8 12.00 12 5x6 I 3x4 = 300 = 4x6 = 4x6 = 3-5-B5-8 9-3-8 14.1-8 5-1- 17-6-13 24-7-3 28.10-10 33-3-0 4.4-6 3.5-8 -0-0 4-10-0 4.10-0 -0-0 2.5-5 7-0-7 4-3-7 Plate Offsets (X YY)_18:0-3.8.0-1-81 91 0-6-6,0-1-3 ,f10 0-2-8 0-2-01,(1T0.5-4 0:2-41 j2_1 0-54.0-2-41 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. Vert(LL) in (10c) I/dell Ud 0.17 18-19 >999 240 PLATES GRIP MT20 220/195 TCLL 20.0 Plate Grip DOL 1.15 1.25 TC 0.86 BC 0.56 Vert(TL) -0.51 18-19 >781 180 MT20HS ' 165/146 TCDL 11.0 BCLL 0.0 Lumber DOL Rep Stress Incr YES WB 0.52 Horz(TL) 0.26 13 n/a nla Weight: 235 Ib FT = 20% BCDL 10.0 Code IBC2012ITP12007 Matrix -MS LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins, TOP CHORD 2x4 DF No.18Btr G except end verticals, and 2-0-0 oc purlins (3-2-2 max.): 9-10. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 7-6-10 oc bracing. WEBS 2x4 OF No. 1&Btr G WEBS 1 Row at midpt B-17,9-15 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation ggLide. _ REACTIONS. (lb/size) 2=1609/0-5-8,13=1532/0-5-8 Max Horz 2=179(LC 7) Max Uplift 2=-333(LC 8), 13=-372(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2559/520, 3-4=-4539/945, 4-6=-3044/688, 6.7=-2316/597, 7-8=-2270/627, 8 -9= -1637/509,9 -10=-1177/410,10-11=-1357/437,11-12=-1030/306,12-13=-1489/370 BOT CHORD 2-21=-44512197, 20-21=-571/2854, 19-20=-800/3999, 18-19=-540/2688, 17-18=-511/2192, 16-17=-38911643,15-16=-387/1505,14-15=-207/872 WEBS 3 -21= -2064/417,3 -20=-092/2415,4-20=-152/811,4-19=-1363/270,6-19=-94/519, 6.18=-860/169, 8-18=46612259, 8-17=-14221329, 8-16=4521166, 9-16=-1811585, 9-15=-5821129,11-15=-192/618,11-14=-860/206,12-14=-296/1267 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ff; L=33ft; eave=4ft; Cat. It; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.051'. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 6t=1b) 2=333,13=372. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the lop and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 129 Ib down and 151 Ib up at 17-8-9, 113 Ib down and 135 Ib up at 20-0.12, and 117 Ib down and 135 Ib up at 22-1-4, and 129 Ib down and 150 Ib up at 24-2-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard WARNING - verify design perameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103,2013 BEFORE USE. This design is based only upon parameters shown, and is for an Individual building component, not Design valid for use only with MiTek® connectors. a truss system. Before use, the building designer must verify the applicability of design parameters and propedy 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 ANSUTPl1 Quality Criteria, OS"9 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 --- — Q'?,01FESSIOIN ZHq U2��0 C 70068 EXP. 9-30-2018 November 29,2016 MiTek' 250 Klug Circle Corona, CA 92880 Job ' Truss Truss Type - Cly Ply Turner Residence K2613800 60673TURNER A7 California 1 1 Job Reference (o tip onal)._ DESIGN ASSISTANCE, PARADISE, CA 8.030 s Sep 29 2016 MiTek Industries, Ind. Fri Nov 25 13:01:36 2016 Page 2 ID:5XJ4h2GUgBrEbFNeon8RcxyNvH8-z6dyucPwHIjUPNZxSXCNA4fA3kgnxfcrFOkeSlyFdxj LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-9=-62, 9-10=-62, 10-12=-62, 21-22=-20, 20-21=-20, 18-20=-20, 17-18=-20, 73-17=-20 Concentrated Loads (lb) Vert: 9=-39 25=-113 27=-113 29=-38 A WARNING - Verify design parsmefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7477 rov. 10/07/1013 BEFORE USE. Design valid for use only with MITeIAD connectors. This design is based only upon parameters shown, and is for an individual building component, not it! a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall pp� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I V I i lT e 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/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 A WARNING - Verify design parsmefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7477 rov. 10/07/1013 BEFORE USE. Design valid for use only with MITeIAD connectors. This design is based only upon parameters shown, and is for an individual building component, not it! a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall pp� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I V I i lT e 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/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Turner Residence 1.15 TCDL 11.0 Lumber DOL 1.25 K2613801 60673TURNER AB California 1 1 Code IBC2012rrP12007 Weight: 242 Ib FT = 20% BRACING - Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Fn Nov 25 13:01:37 2016 Page 1 ID:5XJ4h2GUgBrEbFNeon8RcxyNvH8-RIBK6xOZ23rLOX88?Fjc)CCSL8OCg7B?UgUC TyFdxl 22.2-5 -8 -5-8 9.3-8 14-1-8 5.1- 19-6-13 19-11,11 2 7 3 27-10-10 33-3-0 2-0-0 3-5-a-10-0 -0-0 4-5-5 0-4-14 2.2-10 0-4• 4 5.3.7 Scale = 1:65.4 5x8 = 4x4 = gl. 4z6 4x6 = 5.8 12.00 12 5x8 �� 3x4 = 3x10 = = LOADING (psf) SPACING- 2-0.0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2012rrP12007 LUMBER - TOP CHORD 2x4 DF No.1&Bir G BOT CHORD 2x4 DF N0.1&Btf G WEBS 2x4 DF No. 1&Btr G REACTIONS. (Ib/size) 2=1582/0-5-8,13=1484/0-5-8 Max Horz 2=192(LC 24) Max Uplift 2=-291(LC 8), 13=-300(LC 8) 7-3 CSI. DEFL.in (loc) Well L/d PLATES GRIP TC 0.38 Vert(LL). -0.16 18-19 >999 240 MT20 220/195 BC 0.55 Vert(TL) -0.50 18-19 >798 180 WB 0.50 Horz(TL) 0.25 13 n/a n/a Matrix -MS Weight: 242 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 9-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 9-8-9 oc bracing: 20-21 8-3-0 oc bracing: 19-20. WEBS 1 Row at midpt 8-17, 8-16, 9-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2507/441, 3-4=-4443/798, 4-6=-2970/574, 6-7=-2247/492, 7-8=-2149/508, 8-9=-1465/414,9-10=-1142/358, 10-11=-1355/386,11-12=-1129/285.12-13=-1436/296 BOT CHORD 2-21=-37612152, 20-21=-481/2796, 19-20=-669/3913, 18-19=-43812622, 17-18=-380/2151, 16-17=-288/1605,15-16=-255/1261,14-15=-169/955 WEBS 3-21=-2021/351, 3-20=-411/2362, 4-20=-131/798, 4-19=-1343/241, 6-19=-84/515, 6-18=-856/159, B-18=-363/2122, 8-17=-1381/245, 8-16=-686/142, 9-16=-132/639, 9-15=-504/97, 10-15=-99/303, 11-15=-121/395, 11-14=-712/140, 12-14=-235/1249 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f: B=45ft; L=33f; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; enJ vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=291,13=300. 8) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 Ib down and 178 Ib up at 19-8-9, and 156 Ib down and 179 Ib up at 22-2-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. A WARNING -Verily design pammoters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor 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 ANSVTPI7 Duality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Q 'OFESS IOAJ ZHgo �2cym C 70068 EXP. 9-30-2018 s k - November 29,2016 MiTek' 250 Klug Circle Corona, CA 92880 • Job Truss Truss Type Qty Ply Turner Residence K2613801 60673TURNER AB California 1 1 Job Reference o tional _ DESIGN ASSISTANCE, PARADISE, CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Nov 25 13:01:37 2016 Page 2 ID:5XJ4h2GUgBrEbFNeon8RcxyNvH8-RIBK6xQZ23rLOX88?FjcjCCSLBOCg7B7UgUC_TyFdxi LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1.25; Plate Increase=1.15 Uniform Loads (plf) Vert: 1-9=-62, 9-10=-62, 10-12=-62, 21-22=-20, 20-21=-20, 18.20=-20, 17-18=-20, 13-17=-20 Concentrated Loads (lb) Vert: 9=-112 26=-116 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312013 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web andlor 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 ANSVTPl1 Quality Criteria, OSB -89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite. 312. Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type 0-0 Turner Residence Plate Offsets (X.Y)-- f3:0-1-12.0-1-8 , (8 0-3-4 0.1-121,_ 16[ 0.2-14.0-2-0),118:0-11.8 SPACING- 2-0.0 0, CSI. TC 0.29 3-81� 19[ 0-1-12 DEFL. in (loc) Well L/d Vert(LL) -0.12 16-17 >999 240 PLATES GRIP MT20 220/195 K2613802 60673TURNER A9 ROOF SPECIAL 7,ynjob 16-17 >999 180 M18SHS 220/195 TCDL 11.0 BCLL 0.0 Rep Stress Incr YES - - Horz(TL) 0.16 ., Reference L tional oe ons a -- r...r„elrinc Iur• Fri 14— 95 17.01 .39 9016 Pane 1 OESIGN ASSlb IANL t, I-AMAL1I0C,-- ID:5XJ4h2GUgBrEbFNeonBRcxyNvH8-Ngl4 WdRpag53GrI W 7gl4odHpExj W 8yoHy_zl3MyFdxg 4-0-0 -240 3-5-8 3- 0 9.2-12 14.7-0 1 1 21-1-0 27-0-0 2-0-0 3.5.8 0-5-0 5.2-12 5-4.4 0-0- 5-11-8 5-11-3 0.1.6 4x4. _ Scale = 1:70.3 3x6 = -- dxlo 3x4 — 300 = 3x6 = 8x78 ISif$SHs o _ . r e.ox5 II d, e 4-0.0 3-Sfi 3-0 9.2-12 14-7-0 1 •1 21-1-0 _I_ 0-6- 5.11-6 27.0 ___I_— 333. 0 --i 5.11-3 6-2-12 - 5-2-12 5.4.4 "5-0 0-0 Plate Offsets (X.Y)-- f3:0-1-12.0-1-8 , (8 0-3-4 0.1-121,_ 16[ 0.2-14.0-2-0),118:0-11.8 SPACING- 2-0.0 0, CSI. TC 0.29 3-81� 19[ 0-1-12 DEFL. in (loc) Well L/d Vert(LL) -0.12 16-17 >999 240 PLATES GRIP MT20 220/195 LOADING (psf) TCLL 20.0 Plate Grip DOL 1.25 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.38 16-17 >999 180 M18SHS 220/195 TCDL 11.0 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.16 12 n/a n/a Weight: 232 Ib FT = 20% BCDL 10.0 Code IBC2012/TP12007 Matrix -MS LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 3- 6-3 oc purlins, TOP CHORD 2x4 DF No -1 &Bit G except end verticals. BOT CHORD 2x4 DF N0.18Btf G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-19,16-18: 2x6 DF N0.2 G WEBS 1 Row at midpt B-14,10-14 WEBS 2x4 DF No. 18Bit G iTek recommends that Stabilizers and required cross bracinge Installed during truss erection, in accordance with Stabilizer installation guide REACTIONS. (Ib/size) 2=1485/0-5-8,12=1353/0-5-8 Max Horz 2=203(LC 7) Max Uplift 2=-220(LC 8), 12=-181(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2733/344, 3-4=-3522/459, 4-6=-2622/364, 6-7=-1892/300, 7-8=-1737/307, 8-9=-1197/250,9-10=-1201/250,10-11=-1103/201,11-12=-12991176 BOT CHORD 2 -19= -296/2399,17 -18=-389/3156,16-17=-256/2292,15-16=-155/1794,14-15=-135/1485, 13-14=-67/922, 18-19=-361/2938 WEBS 4-17=-900/138, 6-17=-64/515, 6-16=-843/142, 8-16=-183/1579, 8-15=-1015/81, 8-14=-824/158,9-14=-165/697,10-13=-546/54,,11-13=-118/1127, 3-19=-1844/234, 4-18=-45/428,3-18=-235/1795 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45R; L=33ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch lett and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Q�OF�SS(ONq 3) All plates are MT20 plates unless otherwise indicated. 4) The Fabrication Tolerance at joint 16 = 12%, joint 16 = 12% �� �M ZH40 �� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0.0 wide �� �':% will fit between the bottom chord and any other members, with BCDL = 10.Opsf. U C 70065 m 7) A plate rating reduction of 20% has been applied for the green lumber members- =i ; 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 30 8 j 2=220,12=181. * * November 29,2016 WARNING • Verify deslan Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 1019312015 BEFORE USE.. Design valid for use ohty with MIT 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 MiTek, 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 250 Klug Circle fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB -89 and BCSI Building Component Corona. CA 92860 Safety Information available from Truss Plate Institute. 218 N. Lee Slreel,.Suite 312, Alexandria, VA 22314. ---- — _— —_-- _ -- __—_ Db Truss Truss Type Oty Ply Turner Residence K2613804 1 0673TURNER A10D ROOFTRUSS 1 _ Job Reference optional) DESIGN ASSISTANCE, PARADISE, CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Nov 25 13:01:072016 Page 1 iu:ondrncuvyoicurrvcv„v......r,..,,.,-,...,._r..................... ,.._-.,...._�.__ _2�-0� 6-7-0 12-3-2 17-11.4 21-1-0 24-2-13 29.10.14 35.7.0 42-2.0 2-0-0 6-7-0 5.8-2 . 5-8.2 3-1.12 3-1-13 5-8.2 58.2 6 0 5x8 = 27 6 26 _ 1 3x4 = 3x6 = LOADING(psf) 4x4 = 4x4 = SPACING- 2-0-0 TCLL 20.0 6x12 = Plate Grip DOL 1.15 TCOL 11.0 recommends that Stabilizers and required cross bracing Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 5.8-2 Code IBC20121TP12007 LUMBER - 150-6-0 0.2-0J TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.1&Btr G'Except' CSI. 14-15:2x6 OF No.2 G in (loc) WEBS 2x4 DF No. 1&Bir G TC 0.51 SLIDER Right 2x4 OF No.1 &Btr -G 2-6-0 >999 Z.DxD \1 Scale = 1:82.3 „ 11 m m Iq tri d d PLATES GRIP MT20 220/195 Weight: 237 Ib FT = 20% BRACING - TOP CHORD 4x4 = 4x4 = BOT CHORD 4x6 WEBS 6x12 = JOINTS 5x8 = recommends that Stabilizers and required cross bracing 114 24.2-13 29.10-14 3 2-8 6-3-9 5.8-2 1]114'0-4-0 0-2-41L 150-6-0 0.2-0J CSI. DEFL. in (loc) I/def fid TC 0.51 Vert(LL) 0.16 13-14 >999 240 BC 0.38 Vert(TL) -0.43 13-14 >763 180 WB 0.83 Horz(TL) 0.02 12 n/a n/a Matrix -MS Z.DxD \1 Scale = 1:82.3 „ 11 m m Iq tri d d PLATES GRIP MT20 220/195 Weight: 237 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-7-15 oc bracing. WEBS 1 Row at midpt 5-15.7-14 JOINTS 1 Brace at Jt(s): 19 recommends that Stabilizers and required cross bracing [MiTek be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. All bearings 0-3-8 except (jt=length) 16=0-5-8, 12=0-5-8. (lb) - Max Horz 2=199(LC 24) Max Uplift All uplift 100 Ib or less at joints) 12 except 2=-727(LC 25), ll=-1015(LC 24) Max Grav All reactions 250 Ib or less al joint(s) except 2=914(LC 34), 16=1691(LC 13), 12=2371 (LC 38), 11=518(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1694/1545, 3-0=-1187/1233, 4-5=-1211/514, 5-6=-663/43, 6-7=-624/93, 7-8=-1121/458,8-9=-1352/799,9-11=-998/2127 BOT CHORD 2-16=-1149/1269,15-16=0/461, 14-15=0/747, 13-14=0/595, 12-13=-886/413, 11-12=-1911/918 WEBS 3-16=-360/83, 4-16=-1368/0, 4-15=0/631, 8-13=-588/85, 9-13=011450, 9-12=-2366/75 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCD L=6.Opsf; BCDL=6.Opsi; h=25ft B=45ft L=42ft eaves5tt;'Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.01b AC unit load placed on the top chord, 21-1-0 from left end, supported at two points, 2-6-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12 except Qt=lb) 2=727,11=1015. 8) This truss has been designed for a total drag loo 700 Ib. L mber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 9-11-8732`9'- o 42-2-0 for 139.7 plf. 9) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for 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 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, seeANSVTPII Quality Criteria, OSS -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314_ -- QUO ESS/pNq� ZHgp C 70068 E . -30-2018 F CP,0F November 29,2016 MiTek' 250 Klug Circle .I Corona, CA 92890 Job Truss Truss Type Qty Ply - Turner Residence CSI. TC 0.48 DEFL. in (loc) I/deb Ud Vert(LL) -0.18 12-13 >999 240 PLATES GRIP MT20 220/195 LOADING (psf) TCLL 20.0 TCDL 11.0 K2613805 60673TURNER All ROOF TRUSS 4 1 WB 0.85 Horz(TL) 0.01 11 n/a n/a Weight: 238 ib FT = 20% BCDL 10.0 Code IBC2012/TPI2007 Matrix -MS Job Referenceo tip onal) DESIGN ASSISTANCE, PARADISE, CA 8.030 5 Sep 29 20i6 MiTek ex uwuaures, inu. — nuv cu ru.0 i.vv cv ,v Hayu I D:5XJ4 h2GUg B rEb F NeonORcxy NvH 8-ojwMO 13M t9B S24 QZpB p25VT9 S 9xNwUj pfy9UfyFd y9 -2-0.0 1 12-3-2 17-114 21.1-0 24.2-13 29-10-14 35-7-0 42-2.0 2.0-0 6.7.0 5-8-2 5-8-2 3.1.12 3-1-13 5-8-2 5-8.2 6-7-0 5x8 = 25 26 3x4 = 4x4 = 4x12 = 2.5x5 \\ 3x6 = 3x6 = 7x12 MT20HS = 5x8 = 4x4 = Scale = 1:82.3 10 n m Iq 11 o d 9-8-12 17-11-4 24.2-13 29-10-14 36-11-4 42- - 9-8.12 8-2.8 6-3-9 5-8.2 7-0.6 5.2-12 Plate Offsets (X Y)__ [3:0-4-0 0-3-01[13:0-4-0.0-2-4 SPACING- 2-0.0 CSI. TC 0.48 DEFL. in (loc) I/deb Ud Vert(LL) -0.18 12-13 >999 240 PLATES GRIP MT20 220/195 LOADING (psf) TCLL 20.0 TCDL 11.0 Plate Grip DOL 1.15 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.48 12-13 >681 180 MT20HS 165/146 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.01 11 n/a n/a Weight: 238 ib FT = 20% BCDL 10.0 Code IBC2012/TPI2007 Matrix -MS LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. TOP CHORD 2x4 DF No.l&Btr G BOT CHORD 2x4 OF No.1 &Btr G *Except* BOT CHORD Rigid ceiling directly applied or 4-5-14 oc bracing. 13-14: 2x6 DF No.2 G WEBS 1 Row at midpt 5-14, 7-13, 7-12 WEBS 2x4 DF No.1&Btr G JOINTS 1 Brace at Jt(s): 18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation glide REACTIONS. (Ib/size) 2=458/0-3-8,15=1563/0-5-8.11=2419/0-5-B,10=-659/0-3-8 Max Horz 2=157(LC 7) Max Uplift 2=-54 (LC 8), 10=-895(LC 14) Max Grav 2=458(LC 1), 15=1718(LC 13), 11=2660(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-277/272, 3-4=-178/537, 4-5=-871/0, 5.6=-753/0, 6 -7= -7l2/0,7 -8=-65l/0' 8-9=-630/0, 9-10=-4912456 BOT CHORD 14-15=0/363,13-14=0/718, 12-13=0/707, 11'-12=-1101/95, 10-11=-2139/65 WEBS 3-15=-360/78, 4-15=-142010, 4-14=0/648, 5-16=-271/15. 13-17=0/297, 7-12=-383/0, 8-12=-405/87, 9-12=0/1776, 9-11=-2727/0 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.Opsf; h=2511; B=45ft; L=42ft; eave=5ft; Cal. 11; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.01b AC unit load placed on the top chord, 21-1-0 from left end, supported at two points, 2-6.0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load no nconcurrent with any other live loads. live load 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide Q�QVESSIOA/4 ZHq� F2c2m 6)' This truss has been designed for a of �M 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. to bearing capable of withstanding 100 Ib uplift at joint(s) 2 except ([t=lb) UO Ci 70068 ' 8) Provide mechanical connection (by others) of truss plate � 10=895. 9-30- 18 November 29,2016 WARNING . verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2013 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 of design and property incorporate This design Into the overall a truss system. Before use, the building designer must verify the applicability parameters building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek� I always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the see ANSIrTPIi Quality criteria, DSB419 end SCSI Building Component ug r cle la, fabrication, storege, delivery, erection and bracing of trusses and truss systems, Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 223141— Coron250 CA 92880 Job Truss Truss Type IOty Ply Turner. Residence 1.15 TCDL 11.0 I 1.25 K2613806 60673TURNER Al2 Common 2 •1 Code IBC2012/TP12007 n/a --- ----- Job Reference (o tip oval) ., cA nr..,, OG LitbIUPI Abblb IANI.r. rHrWUIJC, Vn _.___ _ _-,. -- -- . - H- ID:5XJ4h2GUgBrEbFNeonBRcxyNvHB-GvUkEN47eSJJf E71MM02al2f3rWg6TKt2Jl)05yFdy8 -11-1 34-9-3 2-08 22-.-000 -4 14-2-115 21.1.0 27 7-3-.57-413 6-10- 6-10-1 6.10-1 6-10-1 Scale = 1:72.4. ' 5x6 = 5 1.5x4 // 3x6 = 5x8 = 3x10 = .. 5x8 = � 1.5x4 II 'xe 3x6 = 16-1-0 21-�-0 27.11-1 34-9-3 42-0-8 I—' —'--i— ------3 — — —1— ' 5.1.12 4-7.0 6-0-8 4-11-12 6-10-1_-- 7-3.5 ...... ._ _ . _ . – -- - - .. i nt LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2012/TP12007 LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No.1&Btr G CSI. DEFL. in (loc) I/deft Ud TC 0.40 Vert(LL) -0.09 10-11 >999 240 BC 0.36 Vert(TL) -0.27 10-11 >999 180 WB 0.49 Horz(TL) 0.06 8 n/a n/a Matrix -MS BRACING - TOP CHORD BOTCHORD WEBS REACTIONS. (Ib/size) 2=24010-3-8.13=2095/0-5-8. 8=1236/0-4-0 Max Horz 2=156(LC 7) Max Uplift 2=-49(LC 8), 13=-286(LC 8), 8=-163(LC 8) Max Grav 2=340(LC 17), 13=2095(LC 1), 8=1236(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-74/435, 3-4=-62/787, 4-5=-942/210, 5-6=-942/210, 6-7=-1577/257, 7-8=-2171/298 BOT CHORD 2-14=-349/88,13-14=-409/97, 12-13=0/391, 11-12=0/418,10-11=-101/1319, 9-10=-210/1855, 8-9=-210/1858 WEBS 3-13=459/95, 4-13=-1878/229, 4-11=-18/516, 5-11=-119/419, 6-11=-833/163, 6-10=-76/507; 7-10=-607/123, 7-9=-19/273 PLATES GRIP MT20 220/195 Weight: 224 Ib FT = 20% Structural wood sheathing directly applied or 4-2-9 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-14,13-14. 1 Row at midpt 4-13.6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 8 0 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat. 11; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide ()F ESSIQN will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. ZH40 F� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (jt=1b) 13=286,8=163. J C.700 8 November 29,2016 WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 1010312013 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design pareme:ers and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSPTPl1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. -- – — ------ Corona. CA 92880 Truss Truss Type Oly Ply Turner Residence Job K2613807 60673TURNER A13 Roof Special 1 1 Job Reference—(o tip 2n PARADISE, CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Nov 25 13:01:10 2016 Pagel. DESIGN ASSISTANCE, rn-tv teh9rt I�RrFhFNeon8RcxvNvH8-k527Rj5dPmRAHNaxw4kH7WarVFrvrs00HzRGYXyFdy7 m gl, 1- 0 7-0 -13 6-10-1 - 6-161 4-8-8 2-0-0 . 5x8 = 5 Scale = 1:74.8 3x6 = 1.5x4 II 5x8 _ 300 = 3x4 = Z.DXD n 14-0-5 25.9 .8 I 30.6-0 3} 3-Q 37.11-0 7.4-13 _I 9.4-17 11-10.9 14-2-15 21-1.0 —j 4 8 8 4.8.8 8 d 6.8-0 7-4-13 1.1 t-15 2.5-12 2-48 0- -8 8.8.11 ____ LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012ITPI2007 CSI. DEFL. in (10c) I/dell L/d TC 0.35 0 5 9-19 -999 240 BC 0.36 Vert(TL) -0.14 16-22 >846 180 WB 0.76 Horz(TL) 0.03 17 n/a n/a Matrix -MS BRACING- LUMBER- TOP CHORD TOP CHORD 2x4 DF No. I&Btr G BOT CHORD BOT CHORD 2x4 DF No.18Btr G WEBS 20 OF No.18Btr G WEBS REACTIONS. All bearings0-3-8 except Qt=length) 8=6-11-8.14=4-11-8,144-11-8,8=6-11-8. (lb) - Max Horz 2=139(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 8, 14, 15 except 2=-105(LC 8) MaxGrav 17), reactions 516(LC 1), 14=1516(LC 1ess (),)9, 653(LC 1), =43 (LC 1)5 except 8=441(LC 18), 2-619(LC FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=A93/75.3-4=-7/332.4-5=-380/77, 5-6=-331/81, 6-7=-518/95,7-8=-551/42 BOT CHORD 2-16=-61/359,15-16=-601356,14-15=-60/356.12-13= 1 0/349.7 -10= -402188,9 -10=0/259. -16= -61/359,15 -16=-60/356,14-15=-60/356.12-13=0/349,7-10=-402188,9-10=0/259, 8-9=01409 WEBS 3 -14=-586/120.4-14=-1096/42,4-13=0/594.6-13=-265/52,10-12=0/286 PLATES GRIP MT20 220/195 Weight: 214 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14. 1 Row at midpt 5-13.6-13.6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES - 1) Unbalanced roof live loads have been considered for this design. DL=6.Opsf: BCDL=6.Opsf; h=25ft; 8=45ft; L=38ft; eave=SN; Cat. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TC II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 14, 15, 8 except (jt=1b) 2=105. WARNING -Verify design Paramerero and READN OTES ON THIS AND INCLUDED Mir REFERENCE PAGE M11-747rev. 10/07/2015 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 bung designer must verlry the applipbility of design parameters and proDedy incorporate Nis design into the overall building design. Bracing Indicated Is to proven/ buckling of individual Wss web and/or chord members Doty. AddiOonal temporary and permanent bracing is ehveys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabriratlon, storage, delivery, erection and breclng of trusses and Wss systems, see ANSIfTPIt Oualiry Criteria, Si and SCSI Building Component Safety Informntion avallabte from Truss Plate Institute, 218 N. Lee Slreel, Suite 312, Alezand:ie�VA 22314. — _ _ Q�pF ESSIpNq� ZNAo F2c�21�` C 70068 *1 EXP, 9.30-2018 �* November 29,2016 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss pe Qty Ply Turner Residence K2613808 60673TURNER A14 TROOFTSPECIAL 3 1 Job Referencetoptional) DESIGN ASSISTANCE, PARADISE, CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Fn Nov 25 13:01:1112016 Page 1 I D:5XJ4h2GUgBrEbFNeon8RcxyNvH8-C IcVe26FA4Z 1 vX98UnF W fj7OgfAHaMuAWdBp4yFdy6 14-0-026-74 32.1.8 37.11-0 2.0-0 7.6-2 6.5-14 7.1-0 5-64 5.6-4 5.9.8 Scala = 1:71.0 5x8 = M �1 3x6 = 3x4 = 2.5x5 II 14.5-8 7.6.2 1440 14.212 21.1-0 29.11-0 37-11-0 7-6-2 6.5-14 o-2. 6-7-8 6-10•o LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I/deo Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.14 9-10 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.34 9-10 >852 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.02 8 n/a We BCDL 10.0 Code IBC2012rrP12007 Matrix -MS Weight: 193 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 5-3-5 oc purlins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF No.1 &Bir G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. . REACTIONS. (Ib/size) 8=894/Mechanical, 2=559/0-3-8, 11=1780/0-5-8 Max Hoa 2=139(LC 7) Max Uplift 2=-17(LC 8) Max Grav 8=894(LC 1), 2=604(LC 17), 11=1780(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. TOP CHORD 2-3=-458/0, 3A=0/548, 4-5=-590/51, 5-6=-558/55, 6-7=-1307/0, 7-8=-1517/0 BOT CHORD 2-13=0/324,4-11=-1430/4,10-11=-424131.9-10=0/855,8-9=0/1295 WEBS 11-13=0/335, 3-11=-668/12, 4-10=0/996, 6-10=-634/42, 6-9=0/539, 7-9=-320/68 NOTES - 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; VuI1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45h; L=38ft; eave=5ft; Cat. Il; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members: 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. QR()F ESSIO& ZH4 �2c2 C 70068 WARNING - Verffy design Paramoters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible Personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITTPIt Duality Criterla, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.-- F November 29,2016 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss — _ -- ype Oly Ply Turner Residence Plate Offsets (X.Y)-- [3.04-0 0-3-0 7( .0-1-11 0, 0-141,f&0-3-12 .0-2-8 03:0.4-0.0-3-01 [14:0-6-0.0.1-81 II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right K2613809 60673TURNER A15 FR..IsSpecial1 1 . PLATES GRIP MT20 220/195 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.33 Job Reference (optional DESIGN ASSISTANCE, PARADISE, CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Nov 25 13:V 1:14 2016 Page 1 ID:5XJ4h2GUgBrEbFNeonBRcxyNvH8-gUAtsO6txNhuWhJK2VmlCxg7B3XOJggJkHwNdOyFdy5 2-0 0 76 2 14-0-0 I 21-1-0 25 -4-8 37-8-0 '37-11-0 2-0-0 7.6-2 6-5-14 7-1-0 4-3-8 4-3-8 8-0.0 Scale = 1:72.1 5x8 = 3z6 = 3x4 = 2.5x5 II 14-5.8 14-0-0 142 17.0 762 2949.0 37-7-12 I 37-1-0 8.-0 — I -11.11 43d8- 0.2-12 8 8-12=-459/91,.8-11=-729/92,9-11=-111/855 Plate Offsets (X.Y)-- [3.04-0 0-3-0 7( .0-1-11 0, 0-141,f&0-3-12 .0-2-8 03:0.4-0.0-3-01 [14:0-6-0.0.1-81 II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 LOADING (psf) SPACING- 2-0-0 CSI. TC 0.60 DEFL. in Vert(LL) -0.13 (loc) I/deO L/d 12-13 >999 240 PLATES GRIP MT20 220/195 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.33 12-13 >866 180 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (jl=lb) BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.02 10 n/a n/a Weight: 214 Ib FT = 20% BCDL 10.0 Code IBC2012/TPI2007 Matrix -MS. LOAD CASE(S) Standard LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 54-9 oc purlins, TOP CHORD 2x4 OF No.1 &Bir G except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 8-9. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF No. 1&Bir G 6-0-0 oc bracing: 15-16,13-14. Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer F stallation guide REACTIONS. (Ib/size) 2=553/0-3-8, 14=1784/0-5-8, 10=1022/Mechanical Max Horz 2=245(LC 24) Max Uplift 2=-80(LC 25). 14=-259(LC 8), 10=-203(LC 8) Max Grant 2=600(LC 17), 14=1784(LC 1), 10=1022(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-449/18, 3-4=-104/559, 4-5=-576/131, 5-6=-516/136.6-7=-1310/235. 7-8=-1329/214.8-9=-664/118.9.10=-973/200 BOT CHORD 2.16=-103/316, 4-14=-1429/199, 13-14=-405/111, 12-13=-48/720, 11-12=-116/1157 WEBS 14-16=-78/325, 3-14=-667/128, 4-13=-100/994, 6-13=-564/112, 6-12=-126/708, 8-12=-459/91,.8-11=-729/92,9-11=-111/855 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f1; 8=45ff; L=38ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2-0-0 ()FE$SION Q� 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by wide with BCDL = 10.Opsf.U���O F1 Q ZH40 will fit between the bottom chord and any other members, 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (jl=lb) C 70068 14=259,10=203. 9) Graphical pudin representation does not depict the size or the orientation of the purlin along the lop and/or bottom chord. R 018 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 201 Ib down and 139 Ib up at 37-9-3 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard November 29,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _--`— — Corona, CA 92880 • JobTruss Truss Type 60673TURNER A15 Roof Special DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-62, 5-8=-62, 8-9=-62, 15-17=-20,10-14=-20 - Concentrated Loads (lb) Vert: 9=-138 Oly Ply Turner Residence K2613809 1 1 Job Reference o tional 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Nov 25 13:01:12 2016 Page 2 10:5XJ4h2GUgBrEbFNeon8RcxyNvH8-gUAtsO6txNhuWh)K2VmlCxg7B3XOJggJkHwNdOyFdy5 WARNING - VoNIy design paremeters and READ NOTES ON THIS AND INMITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use onlywith MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a wss system. Before use, the building tlesigner must vedfy Ina epplirabilily of design parameters and proDedy incorporate this tlesign into the overall building design. 82cing Indicated is to prevent buckling of individual cuss web andlor chord members only. Additional temporary and permanent bracing, iS etwayS required for stablliry end to prevent collapse with possible personal injury and progeny damage. For general guidance regarding the fabrication, storage, delivery, erecdon end bracing of wsses and truss systems, see ANS. "duality Criteria, OSB -89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Slreel, Suite 312, Alexandria. VA 22314. _ MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Turner Residence K2613810 60673TURNER A16 Roof Special 1 1 Job Reference optional) DESIGN ASSISTANCE, PARADISE, CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Fd Nov 25 13:01:13 2016 Page 1 ID:5XJ4h2GUgBrEbFNeon8RcxyNvH8-8gkF3k7VIhpIBrlWbCH 18CIDTsA2J4Szxgw9syFdy4 2-0-0 7.6-2 14-0-0 21.1-0 I _ 27.8-037.11_0 r2-0-0 1 7.6.2 + 6-5-14 7-1.0 6-7-0 8'0'0 2"3A Scale = 1:72.8 5x6 = 3x4 = 2.5x5 II , 3x6 = 14-5$ 35.6.0 37.11-0 ' 14. 7-8.2 0-0 14-2 2 21.1-0 6.7-8 6-7-0 7-6-2 6-5.14 0• - _ 0.2-12 Plate Offsets (X-_[3�0-4-0 0-3-01[60-4-0,0-3.8 7f 0-3.15 0-2-8 14� 0-6-0 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deFl Ud PLATES GRIP ' TCLL 20.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.09 10-11 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.30 10-11 >962 180 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.03 9 n/a n/a Weight: 218 Ib FT = 20% BCDL 10.0 Code IBC20121TPI2007 Matrix -MS BRACING- LUMBER- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, TOP CHORD 2x4 DF No.18Blr G except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-7. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. WEBS 2x4 DF No.18Btr G WEBS 1 Row at midpt 6-13.6-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=56810-3.8,14=176510-5-8. 9=949/Mechanical Max Hoa 2=248(LC 7) Max Uplift 2=-85(LC 25), 14=-263(LC 8), 9=-187(LC 8) Max Grav 2=603(LC 17), 14=1765(LC 1), 9=949(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-456128, 3-4=-110/509, 4-5=-5991138, 5-6=-597/137, 6-7=-354/113, 7-8=-354/114, 8-9=-997/199 BOT CHORD 2-16=-110/322,4-14=-1393/201,13-14=-360/105, 11-13=-121/1049, 10-11=-119/1035 WEBS 14-16=-86/335, 3-14=-654/127, 4-13=-105/967, 6-13=-761/158, 6-11=-181303, 6-10=-8021118, 7-10=-311/136, 8-10=-181/963 NOTES - 1) Unbalanced roof live loads have been considered for this design. DL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft;'ave=5ft; Cat. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TC II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; pol:ch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. Q��FESSIQNq 4) This truss has been designed for a 10.0 psf bottom chord live load no nconcurrent with any other live loads. 4 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �M ZNq� will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. C 70068 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (jt=111) 14=263,9=187.9-30= 18 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 Ib down and 156111 up at * Q 35-7.4 on top chord. The design/selection of such connection device(s) is the responsibility of others. IS, LOAD CASE(S) Standard PA - November 29,2016 ®WARNING -Verlry design parameters and READ NOTES ON iNIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Dot Design valid for use only with MiTek® connectors. TAIs design is based only upon parameters clown, end Is for an Individual building component, not MiTek' a wss system. Belore use. Ne building designer must verity the epplicabilily of design paremeters and property Incorporete this design into the overall building design. Bracing Ind IM d is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent brecing 250 Klu Circle Ialways required for stability end to prevent collapse with possible personal injury and properly damage. For gy Crit guidance regarding the Corona. CA 92860 I "dcalion, stored', delivery, erec0on and bracing of busses and buss systems. see ANSIRPI7 Qualiry Criteria, DSB419 and SCSI Building Component 0 .Barely Information available hom Truss Plata Institute. 218 N. Lee Slreel, SultaAlexand'ia, VA 22314. — — Job Truss Truss Type 60673TURNER A16 (Roof Special DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-62, 5-6=-62, 6-7=-62, 7-8=-62, 15-17=-20, 9-14=-20 Concentrated Loads (lb) Vert: 20=-62 �`Dty Ply Turner Residence K2613810 1 1 _ Job Reference (otip onal)_ - 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Nov 25 13:01:13 2016 Page 2 ID:5XJ4h2GUgBrEbFNeon8RcxyNvH8-8gkF3k7VIhpl8rlW bCH-18CIDTsA2J4Szxgw9syFdy4 �WARNINC -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7"7 10/03/20/3 BEFORE USE. • Design valid for use only with MTek®connectors. This design is based only upon paremeters shown, end is for en tntlividual is dtling component, not a truss system. Before use, Ne building designer must verify the applicability of design paremeters and DropeAy incorporate this design into the overell M iTek' building design. Bracing Indicated IS to prevent buckling or individual Uuss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to Drevent collapse wish possible personal injury end progeny damage. For general gultlence regarding the 250 Klu Circle labdcation, storage, delivery. erection end brecing of trusses and truss systems, see ANSVTPIt Quality Criteria, OSB•89 and SCSI Building Component Corona. CA 92880 Salety Inlormation available from Truss Plate Institute, 218 N. lea Street, Suite 312, Alexandria, VA 22314.— ---- F613TU11ER Truss Truss Type Qly Ply Turner Residence K2613811 A17 Roof Special 1 Job Reference o '!on tonal — N—v 95 !3:01:15 9016 Pnnu 1 DESIGN ASSISTANCE. PARADISE, CA o..— . mop " '' — - - --'- I D:5XJ4h2GUgBrEbFNeon8RcxyNvHB-43s?UQ91El3TN9SvjdKSgZle7GZmW8QIQF91 DlyFdy2 X2.0-0 { 7-g.2 14-0-0 21.1-0 I 26-2-0 } 34.2-0 r 37.71-0—I 2-0-0 7-6-2 6-5-14 7-1-0 5-1-0 8-0-0 Scale = 1:72.6 5x6 = 3x6 = 3x4 = 2.5x5 II t4 -5-e 7.8.2 14.- 74-2il2 21-1-0 26-2.0 I 34-2-0 } 31.11• __ 7.6.2 8-5.14 0-$i'L 6-7-8 ' 5-1.0 _ 0-2-12--- --------- - - Plate Offsets (X YY)_[3:0-4-0&_30J, -f6:0.4_0.0.3.81_7I .0-3-15 0-2-8)[74:0-6.0,0-1.8 —__ LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.63 Verl(LL) -0.10 10-12 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.32 10-12 >894 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -MS Weight: 221 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Bit G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No. 1&Bir G except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-7. WEBS 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 2=58710-3-8, 14=1734/0-5-B, 9=925/Mechanical Max Horz 2=248(LC 7) Max Uplift 2=-88(LC 25), 14=-265(LC 8), 9=-183(LC 8) . Max Grav 2=613(LC 17), 14=1734(LC 1), 9=925(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=479/35.34=-108/449, 4-5=-617/144, 5-6=-594/148, 6-7=-486/152, 7.8=-546/156, 8.9=-928/187 BOT CHORD 2-16=-113/343, 4-14=-1352/202.13-14=-305/99,12-13=-128/929. 10-12=-127/918 WEBS 14-16=-891357, 3-14=-635/125, 4-13=-104/916, 6-13=-705/155, 6-12=-16/276, 6-10=-532/96, 8-10=-154/808 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ff; eave=5ft; Cat. 11; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q ES$1Q 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ROf NA SF will fit between the bottom chord and any other members, with BCDL = 10.Opsf. tv� �M ZH,q� 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (jt=1b) J C 70068 14=265,9=183. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. XP. 9-3 8 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 Ib down and 149 Ib up at 34-1-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 1ST \P LOAD CASE(S) Standard \F� November 29,2016 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 row, 10/03/2013 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual trussp � ss web and/or chord members only. Additional temporary and permanent bracing N 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 ANSIRPII Ouality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. --� Corona. CA 92880 Job Truss Truss Type Qty Ply Turner Residence K2613811 60673TURNER A17 Roof Special 1 1 Job Reference optional) DESIGN ASSISTANCE, PARADISE, CA 8.030 s Sep 29 2016 MITek Industries, Inc. Fn Nov 25 13.01.15 2016 Page 2. ID:SXJ4h2GUgBrEbFNeonBRcxyNvHB-43s?U091E13TN9SvjdKSgZle?GZmW8010F91 DlyFdy2 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (pig Vert: 1.5=-62, 5-6=-62, 6-7=-62, 7-8=-62, 15-17=-20, 9-14=-20 Concentrated Loads (lb) Vert: 20=-25 r WARNING • Verily design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rov. 10/07/2013 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 e wss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall q building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPI1 Duality Criteria, DSB•89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223M. _ _ - _- Corona, CA 92880 Job Truss Truss Type Oty Ply Turner Residence LUMBER- BRACING- - TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, K2613812 60673TURNER A18 Roof Special 1 1 6-0-0 oc bracing: 15-16,13-14. EXP. 9.30-2018 WEBS 1 Row at midpt 6-10 32-8-12 on lop chord. The design/selection of such connection Job Reference (o lip onal) UhZSIUN Atiblb I ANUt, VAKAUIbt, UA o.u— eNc pyo, ID:5XJ4h2GUgBrEbFNeonBRcxyNvHB-ZFPOImAO?cBK?115HLrhMngnSgv5FbFvfvuamByFdy1 .. 2-0 07-6-2 14-0-0 - 21-1.0 24-9.8 32.9.6 37-11.0 2-0-0 6-5.14 7.1 .0 3.8.85- 0 0 O 5x8 = 5 3x6 = 3x4 = 2.5x5 II 14-5-a 7$2 14-M 14-2,12 21-1-024.9•a 32-9-1 7-0-2 6.5-14 0.2- 6.7-8 3-B•8 B-0-0 Scale = 1:72.8 A a V 5 II LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr YES Code IBC2012ITP12007 CSI. TC 0.71 BC 0.37 WB 0.61 Matrix -MS DEFL. Verl(LL) Vert(TL) Horz(TL) in (loc) I/deb L/d -0.10 10-12 >999 240 -0.32 10-12 >887 180 0.02 9 n/a nla PLATES GRIP MT20 220/195 Weight: 224 Ib FT = 20% LUMBER- BRACING- - TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.18Btr G will fit between the bottom chord and any other members, with BCDL = 10.0psf. lumber except end verticals, and 2-0-0 oc purlins (5-7-6 max.): 6-7. WEBS 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except Qt=1b) 6-0-0 oc bracing: 15-16,13-14. EXP. 9.30-2018 WEBS 1 Row at midpt 6-10 32-8-12 on lop chord. The design/selection of such connection - MiTek recommends that Stabilizers and required cross bracing OF CA��F�� LOAD CASE(S)Standard be installed during truss erection, in accordance with Stabilizer November 29,2016 Installation guide. REACTIONS. (Ib/size) 2=594/0-3-8,14=175810-5-8, 9=1054/Mechanical Max Hoa 2=248(LC 24) Max Uplift 2=-88(LC 25), 14=-279(LC 8), 9=-216(LC 8) Max Grav 2=616(LC 17), 14=1758(LC 1), 9=1054(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=485/36, 3-4=-110/425, 4-5=-658/158.5-6=-622/167. 6-7=-657/203, 7-8=475/210, 8-9=-1030/216 BOT CHORD 2-16=-1131347, 4-14=-1372/216, 13-14=-282/98,12-13=-145/88i, 10-12=-143/872 WEBS 14-16=-901363,3-14=-628/124,4-13=-118/932, 5-13=-94/288,6-13=-768/174, 6-12=-15/274,6-10=-356/69,7-10=-285/114,8-10=-180/886 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; eave=5h; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q R ()FESSION 4 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide �Q �M ZH,q� will fit between the bottom chord and any other members, with BCDL = 10.0psf. lumber 6) A plate rating reduction of 20% has been applied for the green members. C� C 70068 ^D 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except Qt=1b) 14=279,9=216. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXP. 9.30-2018 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 298 Ib down and 216 Ib up at device(s) is the responsibility of others. CIO IO-LOADCASE(S) 32-8-12 on lop chord. The design/selection of such connection - OF CA��F�� LOAD CASE(S)Standard November 29,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10103/2015 BEFORE USE. �• Design valid for use only with MiTek® connectors. This design is based only upon parameters shorn, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• I s 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 ANSI1TPII Quality Criteria, OSS -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type 60673TURNER A18 Rooi Special DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-62, 5-6=-62, 6-7=-62, 7-8=-62, 15-17=-20, 9-14=-20 Concentrated Loads (lb) Vert: 20=-185 TQty Ply, Turner Residence K2613812 1 171 Job Reference o tip onal 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Nov 25 13:01:16 2016 Page 2. ID:5XJ4h2GUgBrEbFNeonBRcxyNvHB-ZFPOImAO7cBK9115HLrhMngnSgv5FbFvfvuamSyFdy1 WARNING - Verlry design parameters end READ NOTES ON THIS AND INCLUDED MIEK REFERENCE PACE Mll•7470 rev. 10/012013 BEFORE USE. Design valid for use only with MRelc®conneclors. This design is Dased only upon pemmeters shown, end is for an Individual bullding component, not a truss system. Before use. the building designer must verily the applicability of design parameters end properly incorporate this design into IDe overall I V I OW building design. Bracing Indicated Is to prevent buckling of Individual buss web endlor chord members only. Additional temporary and permanent bracing is always required for stability end to prevent collapse with possible persorial injury end pro0eny damage. For generel guidance regarding he 250 Klu Circle IeDricetion, storage, delivery, erection and bradng of Uusses end truss systems, see ANSUTPI7 Quality Criteria, DSB-89 and BCSI Building Component 'Corona. CA 92880 Salety Inlormetion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexendrle, VA 22314: — S Job 60673TURNER Type Turner Residence K2613813 IA19 (Roof Special J Job Reference fo tional STANCE. PARADISE, CA 8.030 s Sep 29 2016 M1Tek Industries. Inc. Fri Nov 25 13:01:17 2016 Page 1 ID:5XJ4h2GUgBrEbFNeonBRcxyNvH8-1Szmv6AOmwJBdSclg2Mwv_NzS4Cp 1K2uZe8ldyFdyO zz-e•e 22.3-1 22.7-6 _ 14.. t -t 1 22 • 2-0-0 7.6.2 6-11.8 5.1-3 0.4- 2-4-2 0. 6-0.0 4.5-0 0.1.13 Scale = 1:72.9 5X8 \\ 0-2-3 6x12 Bxl2 = 30 = 2.5x5 11 2.5x5 It 3x6 = 4x8 = ----- q? d 192 14.5-8 35-2•e 37-t 1-0 7.6-2 14-0-0 14- 2 19-6-11 22-7.6 22 -6 X06-8 2-8-9 7 - -6-2 6.5-14 0- 5.1-3 3-0.11 0- -3 -2.12 Plate Offsets L Y)-- 13'0.4-0 0-3-01,[670-6-4.0:Z:41,14:0-2...8 0-2.12)-[17:0-6-4 0-1-8] SPACING- 2-0.0 CSI. DEFL. in (IOC)* Ildefl Ud PLATES GRIP LOADING (psf) TOLL 20.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.10 14-15 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.34 14-15 >836 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.03 11 n/a n/a Weight: 258 Ib FT = 20% BCDL 10.0 Code IBC2012/TPI2007 Matrix -MS BRACING- LUMBER- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, TOP CHORD 2x4 DF No.1&Btr G except end verticals, and 2-0-0 oc purlins (5.4-6 max.): 5-6, 7-8. BOT CHORD 2x4 DF No.1&Bir G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 OF No.1&Btr G 1 Row at midpt 8-14 WEBS 1 Row at micipt 7-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer. Installation guide. REACTIONS. (Ib/size) 2=48110-3-8, 11=1060/Mechanical, 17=2146/0-5-8 Max Horz 2=332(LC 7) Max Uplift 2=-74(LC 25), 11=-241(LC 8), 17=-476(LC 8) Max Grav 2=488(LC 17),11=1063(LC 18),17=2146(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. -766/271, TOP CHORD 2.3=-281/160, 3-4=-217/789, 4-5=-558/205, 5-6=-731/273, 6-7=-541/192, 7-8= B-9=-869/282, 9-10=405/159, 10-11=-1043/251 BOT CHORD 4-17=-1823/424, 16-17=-623/169, 15-16=-234/438,14-15=-296(724,8-14=-262191 6/1384, WEBS, 3-19=-28/263, 2 14 26361366, 9-14=42110/644, 9-12=-882/217, 48, 10-12=-1 801880, 7-15=-632/162 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25h: B=45ft; L=40ff; eave=5ft; Cat. 11; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Q�()FEss/o&Z any other live loads. , 3) Provide adequate drainage to prevent water ponding. F 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas -6-0 =��� �M zfiq p where a rectangle 3 telt by 2-0-0 wide Z will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. C 70065 7) Refer to girder(s) for truss to truss connections. B) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (jt=1b) g-30 18 11=241,17=476. 9) Graphical purlin representation does not depict the size or the orientation of turlin along t load(s) 154 /o Ib drown and 178 Ib up at s P he top andr boto 10) Hanger(s) or other connection device(s) shall be provided sufficient to support conc20-0-12, and 169 Ib down and 115 Ib up at 22.1-4, and 244 Ib down and 219 Ib up at 30.7-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. November 29,2016 LOAD CASE(S) Standard ®WARNING • yd g dslgn parameters and READ NOTES ON SAND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 10/07/2013 BEFORE USE.• Design valid for use only with MIT connectors. This design Is based only upon parameters shown, end Is for an Individual building component, not M iTe k, a W ss system. Beton use, the build designer muss vedry the applicability of design parameters antl propedy irurorporote this design Into the overell building design. BraGng Indicated Is to prevent buckling of individual truss web endlor chord members Doty. Additional lemporery and permanent bracing 250 Klu Circle b always required for stability end l0 prevent collapse with possible personal Injury end progeny damage. For general guidance regarding the Corona. CA 92860 fabrlcalion, storage, delivery. erection and bracing of Crosses and truss systems, see A71SVA2231G Illy Criteria, DSB89 and SCSI Building Component 9 — Safety Information available from Truss Plate Institute. 218 N. Lee SUee1, Suite 312, Alaxendda,--• _— Job Truss Truss Type Qty Ply Turner Residence ' K2613813 60673TURNER A19 Roof Special 1 1 ; Job Reference (optional)_-___ DESIGN ASSISTANCE, PARADISE, CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Nov 25 13:01:18 2016 Page 2, ID:5XJ4h2GUgBrEbFNeonBRcxyNvH8-VeX86SBeXDR1FcBUOlt9SCw8CUY2)UaC7DNhg4yFdy? LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) ' Vert: 1-5=-62, 5-6=-62, 6-7=-62, 7-8=-62, 8-10=-62, 18-20=-20, 14-17=-20, 11-13=-20 Concentrated Loads (Ib) Vert: 8=-185 23=-112 24=-169 Job Truss Truss Type Qty Ply Turner Residence ' K2613813 60673TURNER A19 Roof Special 1 1 ; Job Reference (optional)_-___ WARNING - ✓ed y design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7073 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addilionat temporary and permanent bracing MiTek+ Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage• delivery. erection and bracing of trusses and truss systems, see ANSUTPI7 Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92860 IJob 60673TURNER IA20 Type Turner Residence K2613814 I SSISTANCE, I PARADISE, CA - s Sep 29 2016 MiTek Industries, Inc. Fri Nov ID:5XJ4h2GUgBrEbFNEbFNeonBRcxyNvHB-R1fuX7Du2rilUwLsWAvdXd7V7HEeBSKUeXsouyyFdxz -6 4 - 6-3-0 3x-8- 0 I 2 0-0 7-6-2 6-5.14 4-0-0 6-3-0 8-3-0 1-8 5-9-0 Scale = 1:71.4 5x8 3xt0 = 2.5x5 II 6x8 = 3x6 = 30 = 2.5x5 II 2.=1 11 cxo — 14'5-8 30.6-0 312-0 37.11-0 7E•2 14.0-0 14- 1 18-0-024.3-0 3.6-6 6-3-0 .6.3.0 1-8-0 5-9-0 7.6-2 6-5-14 o-2-12 .^ _ . LOADING (psf) SPACING- , 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2012rTP12007 LUMBER - TOP CHORD 2x4 DF No.18Blr G BOT CHORD 2x4 DF N0.18B1f G WEBS 20 DF No.1&Blr G CSI. TC 0.60 BC 0.46 WB 0.41 Matrix -MS REACTIONS. (Ib/size) 2=540/0-3-8, 10=1123/Mechanical, 1 6=21 0 310-5-8 Max Horz 2=317(LC 7) Max Uplift 2=-117(LC 25), 10=-283(LC 8), 16=-508(LC 8) Max Grav 2=547(LC 17), 10=1130(LC 18), 16=2103(LC 1) DEFL. in (loc) I/dell L/d PLATES GRIP MT20 220/195 Vert(LL) 0.0613-14 >999 240 Vert(TL) -0.17 13-14 >999 180 Horz(TL) 0.07 10 nla nla Weight: 250 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-15, 6-13, 8-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-451/99.3-4=-217/60B. 4-5=-4241171, 5-6=-361/166,6-7=-922/338,7.8=-906/333. 8-9=-687/247, 9-10=-1085/284 BOT CHORD 4-16=-1780/454.15-16=483/150,14-15=-438/1102,13-14=4118/1102. 7 -13= -4401170 -16= -1780/454,15 -16=-483/150,14-15=-438/1102,13-14=-4:•8/1102,7-13=-4401170 WEBS 16.18= -182/284,3 -16=-7061144,4-15=-385/1365,6-15=-1066/347,6.14=-171342, 6-i3=-322/122.11-13=-283/801 , -13=-322/122,11-13=-283/801, 8-13=-469/1255, 6-11=-1130/363, 9-11=-221/859 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuI1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=117,10=283,16=508. 9) Graphical pudin representation does not depict the size or the orientation of the covin aloe ed load(s) 1g the top d/3 Ib down chord.and Ib up at 10) Hanger(s) or other connection device(s) shall be provided sufficient to support 20-0-12, 113 Ib down and 135 Ib up at 22-1-4, 99 Ib down and 116 lb up at 24-14, 100 Ib down and 116 Ib up at 26-1-4, and 101 Ib down and 116 Ib up at 28-1-4, and 101 Ib down and 116 Ib up at 30-1-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard WARNING • VeNly design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7477 rev. 10/07/2015 BEFORE USE. Design valid for use only with MRek®eonnaclors. This design "b ased only upon parameters shown, and is for an individual builtling component, not a truss system. Belore use, the building designer must verify the applicability of design parameters and preperty Incorporate this design into Ne overall builtling Design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members Doty. Adtlitional temporary and permanent bracing is et n required ror stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the lebricatio r storage, delivery, erection end bracing of wsses and truss systems, see ANSVTPII Oualiry Criteria, DSBA9 and SCSI Building Component Sofety Information available from Truss Plate Institute. 218 N. Lee SUeel, SuiteAlexandria-VA 22314. --- QRpFESSIONq� ZHq U��o �M � FZc2m C 70068 E -30-2018 F November 29,2016 EMENEW MiTek' 250 Klug cimle Corona. CA 92880 Job Truss Truss Type Qly Pty Turner Residence K2613814 60673TURNER A20 Hip 1 1 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1.5=-62, 5-8=-62, 8-9=-62, 17-19=-20, 13-16=-20, 10-12=-20 Concentrated Loads (lb) Vert: 6=-80 22=-113 23=-113 26=-80 27=-80 28=-80 • 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Nov 25 13:01:2112016 Page 2 ID:SXJ4h2GUgBrEbFNeonBRcxyNvH8-vDDHITD Wp8gc64v33uQs3gYgthatvlvaepBcLQPyFdxy 2 ®WARNING -Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into, the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web andlor 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 ANSUTPI1 Duality Criteria, OSB -89 and BCS I Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Ktug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Turner Residence 112:0-4-0 0-3-0][13:0.3-12 0-3.0] exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. K2613815 60673TURNER A21 Hip 1 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Lid PLATES GRIP TCLL 20.0 Job Reference (o tional)_ UlzblUN ASSt3I ANGC, t-AKAUIJt, L'A o.vou s oup "cu w wu I art muusurns, mv. — rvuv cu w.v r.cc cv - ruye I ID:5XJ4h2GUgBrEbFNeon8RcxyNvH8-NPnfypE8aSyTJDUFdby5c24135wEfDonlrLvyryFdxx -2-0-0 8-3-6 15.6.11 15- 1 11 21-11.13 28-2-3 34-2.5 34,5-9 37.11-0 i 2-0-0 8-3-6 7-3-4 0-5-1 6-0-2 6-2-7 6-0-2 0- •4 3-5-7 - 5x8 6.00 12 3x4 = 3x4 = Scale = 1:70.1 6x8 = 4x6 = 1.5x4 11 5x8 = 5x8 = 4x6 = 5x8 = 2.5x5 II -36 15.6.11 3-9 37-11- I 65 7-3-4 -2 24.5 - 3--8 20-3 4.2-4 -5-788- .7-14 30 Plate Offsets (X Y)__ [3:0-4-0.0-3-40-3.11.0-2.81,_[10:0.3-9.0-2-8] 112:0-4-0 0-3-0][13:0.3-12 0-3.0] exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide E$SIQN LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.96 Verl(LL) -0.13 12-13 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.39 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.13 9 n/a n/a November 29,2016 BCDL 10.0 Code IBC2012/TP12007 Matrix -MS Weight: 227 Ib FT = 20% ' LUMBER- BRACING - TOP CHORD 2x4 DF No. 13Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc purllns, BOT CHORD 2x4 OF No. 1&Btr G except end verticals, and 2-0-0 oc purlins (3-8-0 max.): 4-7. WEBS 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-13,5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 2=1762/0-5-8,9=1685/Mechanical Max Horz 2=187(LC 24) Max Uplift 2=-300(LC 8), 9=-314(LC 8) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2947/495, 3-4=-2301/456, 4-5=-1962/425, 5-6=-2006/437, 6-7=-1589/363, 7-8=-757/206, 8-9=-1672/321 BOT CHORD 2 -14= -418/2539,13 -14=-418/2536,12-13=-380/2014,11-12=-315/1589,10-11=-159/690 WEBS 3-14=-21/298, 3-13=-668/152, 4-13=-100/587, 5-13=-288/96, 5-12=-416/80, 6-12=-120/683,6-11=-990/184, 7-11=-255/1442, 7-10=-1195/235,8-10=-270/1473 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide E$SIQN will fit between the bottom chord and any other members, with BCDL = 10.Opsf. for lumber members. Fi�f .Q Q ZH40 F.1, 6) A plate rating reduction of 20% has been applied the green �O. �M 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=300,9=314. C 70068 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 113 Ib down and 135 Ib up at 9-30= 018 18-0-12, 54 Ib down and 21 Ib up at 20-0-12, 54 Ib down and 21 Ib up at 22-14, 58 Ib down and 27 Ib up at 24-14, 601b down �1 k and 27 Ib up at 26-1-4, 60 Ib down and 27 Ib up at 28-1-4, and 60 Ib down and 27 Ib up at 30-1-4, and 114 Ib down and 135 Ib up at 32-1-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard November 29,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10/0312015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI7 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type City Ply Turner Residence ' K2613815 60673TURNER A21 Hip 1 i s - Job Reference Iotip onal r.... c.. u,.., 9s 1z.m-99 gnta Fano 9 DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-7=-62, 7-8=-62, 9-15=-20 Concentrated Loads (Ib) Vert: 18=-113 25=-113 ID:5XJ4h2GUgBrEbFNeonBRcxyNvH8-NPnfypE8aSyTjDUFdby5c24135wEfDonlrLvyryFdxx WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10/03/2013 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component• not a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall 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 ANSVTPI1 Duality Criteria, DSB-89 and BCS] Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. — ISO MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Turner Residence 60673TURNER A22 K2613816 Hip 1 nacre-rJ ACCiCTenrre ore ._. Job Reference (o tp tonal) - - -- - - —P c inc. rn rvov co iJ:ul:zd zuio rage 1 1. ID:5XJ4h2GUgBrEbFNeonBRcxyINvH8-rbK1A9FnLm4KLNt3RBJTK9FdvbVGuOoXxGV5SV HyFdxw -2-0-0 1-36 14.0-0 25-1-0 30-8-6 36.20 3711-0r2-0-07.3-6 6-8-10 5-65-5-10 5-7-6 5-5-10 I1-9 Scale = 1:70.1 5x8 % 5x8 = 300 = 1.5x4 II 6x8 = 4x6 lu 4x6 = 1.5x4 II 3x10 = 5x8 = 4x8 = 1.5x4 II 6x8 = 2.5x5 II 7-3-6 } 14-0.0 19-5-10 25-1-0 30-8-6 36-2-0 37-11-0 7-3-6 6-8-10 5-5-10 5-7-6 5-7-6 5-5-10 1-9-0 Plate Offsets (X,Y)-- (4:0-3-15.0-2-8][14:0-4-0 0-3-0] LOADING (psf) SPACING- 2.0-0 CSI: DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.12 14-15 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.39 14-15 >999 180 9 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) 0.15 10 n/a n/a November 29,2016 BCDL 10.0 Code IBC2012fTP12007 Matrix -MS Weight: 234 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF N0.1&Btf G TOP CHORD Structural wood sheathing directly applied or 3-7-7 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals, and 2-0-0 oc purlins (3-9-3 max.): 4-8. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 9-7-8 oc bracing. WEBS 1 Row at micipt 5-15, 5-13, 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (Ib/size) 2=1760/0-5-8, 10=1687/Mechanical Max Harz 2=174(LC 24) Max Uplift 2=-318(LC 8), 10=-350(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3001/540, 3-4=-2457/509, 4-5=-2119/472, 5-6=-2073/473, 6-7=-2073/473, 7.8=-304/122, 8-9=-326/131, 9-10=-1650/368 BOT CHORD 2-16=476/2598,15-16=-476/2598. 14-15=-493/2347, 13-14=493/2347; 12-13=-331/1474, 11-12=-331/1474 WEBS' 3-16=-20/252, 3-15=-560/136, 4-15=-137/708, 5-15=-523/126, 5-14=-14/283, 5-13=-428/88, 6-13=-299/62, 7-13=-180/959, 7.12=-16/293, 7-11=-1786/360, 9-11=-346/1577 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCOL=6.Opsf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. It: Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. Q�OFESSIO& 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �O �M ZHg0 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. lumber 6) A plate rating reduction of 20% has been applied for the green members. �r1 C 70068 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of wil;)standing 100 Ib uplift at joint(s) except (jt=1b) 2=318,10=350. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the lop and/or bottom chord. EXR 9-30.2018 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 113 Ib down and 135 Ib up at 20.0-12, 74 Ib down and 53 Ib up at 22-1-4, 74 Ib down (� P 16-0-12, 54 Ib down and 21 Ib up at 18-0-12, 74 Ib down and 53 Ib up at Ib 26-14, 77 Ib down and 53 Ib up at 28-1-4, 77 Ib down and 53 Ib up at 30-1-4, 9 and 53 Ib up at 24-1-4, 77 Ib down and 53 up at AIRF and 57 Ib down and 21 Ib up at 32-1-4, and 114 Ib down and 135 Ib up at 34-1-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. November 29,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 brecing M iTe k, Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Turner Residence ' K2613816 60673TURNER A22 Hip 1 1 ___ __ Job Reference (o tional) DESIGN ASSISTANCE, PARADISE, CA 8.030 s Sep 29 2016 MiTek Industries. Inc. Fri Nov 25 13:01:23 2016 Page 2 ID:5XJ4h2GUgBrEbFNeon8RcxyNvH8-rbK1A9FnLm4KLN3RBJTK9FdvbVGuOoXxGV5SVHyFdxw LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate.Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-8=-62, 8-9=-62.10-17=-20 Concentrated Loads (lb) Vert: 20=-113 30=-113 Job Truss Truss Type Qty Ply Turner Residence ' K2613816 60673TURNER A22 Hip 1 1 ___ __ Job Reference (o tional) WARNING - verl7y design peramotors end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312013 BEFORE USE. Design valid for use only with MRekO 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 vedfy the applicability of design parameters and properly incorporate this design Into the overall■iA�•iY■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V I ITe k, Is always required for stability and to prevent collapse with possible personal injury and property damage.. For general guidance regarding the fabrication, storage, delivery, erection and bracing or trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty PlyTurner Residence K2613817 60673TURNER A23 Half Hip 1 1 Job Reference_(optional DESIGN ASSISTANCE, PARADISE. CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Nov 25 13:01:24 2016 Page 1 ID:5XJ4h2GUgBrEbFNeonBRcxyNvHB-KouPNVGP63CBZXee10 ZhTADOucC7EV4V8g71kyFdxv -200.0 T 6.3-6 12-0-0 18-4-0 24-9-12 I 31.14 I 37.11.0 2.0-0 6-3-6 5-8-10 64-0 6-5-12 6-5-12 6-7.9 Scale = 1:68.9 5x8 3x10 = 1.5x4 II 6x8 = 2.5x5 11 4x6 = 1.5x4 II 3x10 = 4x6 = 5x8 = 1.5x4 II 3x6 = 1.5x4 II 6- 12-0-0 4-0 4-9-12 31-3-8 37-11-0 5-8-10 2-5-1266 I 3-5-12 6.7.9 Plate Offsets (X,Y)_14:0-3-15,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) 0.14 13-14 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.44 13.14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(TL) 0.16 9 n/a n/a BCDL 10.0 Code IBC2012ITPI2007 Matrix -MS Weight: 205 Ib FT = 20%' LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals, and 2-0-0 oc purlins (4-1-14 max.): 4-8. WEBS 2x4 DF No.1&Bir G BOT CHORD Rigid ceiling directly applied or 9-7-1 oc bracing. WEBS 1 Row at midpt 5-14, 5-11, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 9=1538/Mechanical, 2=1684/0-5-8 Max Horz 2=154(LC 7) Max Uplift 9=-284(LC 5), 2=-289(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2872/480, 3-4=-2447/459, 4-5=-2125/424, 5-6=-2323/477, &7=-2323/477 BOT CHORD 2-15=441/2492, 14-15=441/2492.13-14=-49712573, 11-13=-497/2573, 10.11=-309/1498, 9-10=-309/1498 WEBS 3-14=-432/122.4-14=-1391739, 5-14=-680/146, 5-13=-17/270.5-11=-345/50, 6-11=-381/93, 7-11=-204/1101, 7-10=-22/282, 7-9=-1975/367 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; eave=5fl; Cat. 11; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and richl exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide QR()F ESSIO& will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. ��O �M ZHA 7) Refer to girder(s) for truss to truss connections. C 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ql=1b) W= Z� 9=284.2=289. J C 70068 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 lb down and 78 Ib up at E 9 2018 11-11-10, 71 Ib down and 51 Ib up at 14-0-12, 54 Ib down and 21 Ib up at 16-0-12, 74 Ib down and 53 Ib up at 18-0-12, 74 Ib 1k down and 53 Ib up at 20-0-12, 74 Ib down and 53 Ib up at 22-1-4, 74 Ib down and 53 Ib up at 24-1-4, 76 Ib down and 53 Ib up at 26-14, 77 Ib down and 53 Ib up at 28-1-4, 77 Ib down and 53 Ib up at 30-1-4, 77 Ib down and 53 Ib up at 32-1-4, and 57 Ib down S'T IV11 and 21 Ib up at 34-1-4, and 74 Ib down and 51 Ib up at 36-14 on top chord. The design/selection of such connection device(s) is qTF OF CP&& the responsibility of others. November 29,2016 LOAD CASE(S) Standard soll ® WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473,.v. 101OW015 BEFORE USE. �- Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTP11 Quality Criteria, OSB -89 and SCSI Building Component 250 Ktug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 bTrussTruss Type L60 673TURNER A23 Half Hip DESIASSISTANCE, PARADISE, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15f)Uniform Loads (plVert: 1-4=-62, 4-8=-62, 9-16=-20 Concentrated Loads (lb) Vert: 19=-1 bTrussTruss Type 673TURNER A23 Half Hip City- Ply Turner Residence K2613817Job Reference (o tional8.030 s Sep 29 2016 MiTek Industries, Inc'Fri Nov 25 13:01:25 2016 Page 2 ID:5XJ4h2GUgBrEbFNeon8RcxyNvHB-o_SnarHltNK2ahDglkVoEgiOmlyRshtOkoaZZAyFdxu WARNING - Vertlydesignparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473rev. 1010312017 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 auusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIITP11 Quality Criteria, 058439 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Nil . MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type 4-11-8 4-7-5 6-9-5 7.1-11 Residence Plate Offsets (X,Y)-- [4:0-4-0.0-1-11 �7[ 0-4-0,0-3-01 11[ 0-1-12 0-1-81 _ MtY7Turner 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide K2613818 60673TURNER - A24 Roof Special LOADING (psf) CSI. DEFL. in (loc) I/deb L/d --- TCLL 20.0 Plate Grip DOL 1.15 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 8.030 s Sep 29 2016 MiTek Industries. Inc. Fri Nov 25 13:01:26 2016 Page 1 ID:5XJ4h2GUgBrEbFNeon8RcxyNvH8-GAOAoBHfehSvCroOsROlmuFY7iGlbgsNySJ65cyFdxt -2-0-04-11-8 I 9.6-13 10-�0_.�12�16-0-2 +_ 23-5-13 I 30-7-8 _ _I 37.11.0 2-0-0 4-11 -8 4-7-5 0-5-15 6.3-6 7.1-11 7.1-11 7-3.8 Scale = 1:68.9 6x8 = 1.5x4 II 5x8 = 1.5x4 II 4x8 = 4x6 = 1.5x4 II 3x4 = 3x10 = 4x6 = 1.5x4 II 5x8 = 2.5x5 4� 11-8 9-6-13 1641-2 23-5-13 30-7-3 I 37.11-0 4-11-8 4-7-5 6-9-5 7.1-11 7-1-11 7-3-8 Plate Offsets (X,Y)-- [4:0-4-0.0-1-11 �7[ 0-4-0,0-3-01 11[ 0-1-12 0-1-81 _ 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �q will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. Q��FES$IQy C F i(iC ZHq� 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) e4cept (jt=1b) LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) 0.20 12-14 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.60 12-14- >758 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.16 10 n/a n/a BCDL 10.0 Code IBC2012frP12007 Matrix -MS Weight: 195 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals, and 2-0-0 oc purlins (3-4-8 max.): 4-9. WEBS 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 8-4-5 oc bracing. WEBS 1 Row at midpt 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 10=1563/Mechanical, 2=1756/0-5-8 Max Horz 2=137(LC 22) Max Uplift 10=-316(LC 5), 2=-356(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3050/617, 3-4=-2811/627, 4-6=-3174/710, 6,-7=-3174/710, 7-8=-2001/447, 8.9=-2001/447,9-10=-1497/306 BOT CHORD 2-16=-578/2661, 15-16=-578/2661, 14-15=-583/2492. 12-14=-653/3022, 11-12=-653/3022 WEBS 4-15=-85/314, 4-14=-169/903, 6-14=-454/101, 7-12=-17/280, 7-11=-1224/261, 8-11=-479/108, 9-11=485/2363 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ff; B=45ft; L=38ft; eave=5ft; Cat. It: Exp B; enclosed; MWFi2S (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �q will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. Q��FES$IQy C F i(iC ZHq� 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) e4cept (jt=1b) L4= Z� 10=316.2=356. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. C' 70068 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 Ib down and 169 Ib up at 9-8-9, 71 Ib down and 51 Ib up at 12-0-12, 74 Ib down and 53 Ib up at 14-0.12, 74 Ib down and 53 Ib up at 16-0.12, 74 Ib down E . 9-30-2018 and 53 Ib up at 18-0-12, 74 Ib down and 53 Ib up at 20-0-12, 74 Ib down and 53 Ib up at 22-1-4, 74 Ib down and 53 Ib up at 26-14, 77 Ib down and 53 Ib up at 28-14, 77 Ib down and 53 Ib up at 30.1-4, 77 Ib down and S'j III - I53 24-1.4, 76 Itidown and 53 Ib up at 53Ib up at 32-14, and 77 Ib down and 53 Ib up at 34-1-4, and 77 Ib down and 53 Ib up at 36-1-4 on top chord. The A00 design/selection of such connection device(s) is the responsibility of others. November 29,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 10/07/2015 BEFORE USE. q! Design valid for use only with MFrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not B9 a Wss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall 1�Yii building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSIITPII Duality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA.22314. — _ I _Corona, CA 92880 Job Truss Truss Type 60673TURNER A24 ]Oty Roof Special --- DESIGN ASSISTANCE. PARADISE. CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-5=-62, 4-20=-22, 9-20=-62, 10-17=-20 Concentrated Loads (lb) Vert: 4=-90 Ply Turner Residence � K2613818 1 1 Job Reference Lptional 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Nov 25 13:01:26 2016 Page 2 . ID:5XJ4h2GUgBrEbFNeon8RcxyNvHB-GAOAoOHfehSvCroOsROlmuFY71G1b9sNySJ65cyFdxt WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2017 BEFORE USE. I � Design valid for use only with MiTek® connectors. This design is based only upon parameters shown• and is for an individual building component. not . uilding a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall pp� bdesign. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I V I iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery• erection and bracing of trusses and truss systems. see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component ! 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312• Alexandria VA 22314. Corona, CA 92880 Z �60673TURNER ob Truss Truss Type Oty Ply Turner Residence K2613819 A25 Roof Special 1 1 Job Reference (o Lionel DESIGN ASSISTANCE, PARADISE. CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Nov 25 13:01:28 2016 Page 1 ID:5XJ4h2GUgBrEbFNeonBRcxyNvH8-CZ8wDtJvAlidR8yP_s2VsJKnOWyr33LgOmoDAVyFdxr -2-0-0 4-3-12 7-9-3 8-0•_12 13.10.10 20-0-0 25-9-15 31.9.9 37-11-0 2-0-0 4-3-12 3-5-7 0- -9 5.9.14 6-1-6 5-9-15 5-11-10 6-7.7 Scale = 1:68.9 6.00 12 4 3x6 m 3 o 2 ¢I1 17 1.5x4 II 3x10 = 5x8 = 4x12 = 2.5x5 II 21 f,22 24 256 13 26 27 R 28 9 30 318 3L 21_ 931 a5 ��6 _1 1 16 37 46 = 1.5x4 II 3x4 = 15 14 13 12 11 5x8 = 6x8 = 4x12 = 1.5x4 II 46 =' 4� 3.12 7, 2 13-10-10 20-0-0 25-9.15 31-9-1 37-11-0 4-3-12 3.5-7 0-�3'-9 5-9-14 6-1-6 5-9-75 X5.11-10 6.1.7 Plate Offsets (X Y)_[4:0-3.8.0-2-41 (8:0-4-0,0-3.0][14:0-4-0 0-3-41 Q ZF1A0 will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. � 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) U C 7006 $ 11=315, 2=362. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXP. 9.30-2018 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 Ib down and 81 Ib up at 135 Ib at 10-0-12, 74 Ib down and 53 Ib up at 12-0-12, 72 Ib down and 52 Ib up at 14-0-12, 72 Ib down LOADING (psf) SPACING- 2-0-0 22-14, 72 Ib down and 52 Ib up at 24-1-4, 75 Ib down and 52 Ib up at 30-1.4, 75 Ib down and 52 Ib up at 32-1-4, and 75 Ib down and 52 Ib up at 34-1-4, and 75 Ib down and 52 Ib up at CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 building design. Bracing prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the250 fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSBTPII Quality Criteria, OSO-89 and BCS/ Building Component TC 0.90 Vert(LL) 0.26 14-15 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.80 14-15 >570 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.21 11, n/a n/a BCDL 10.0 Code IBC2012rTP12007 Matrix -MS Weight: 192 Ib FT = 20% LUMBER- TOP CHORD 2x4 DF No.1&Btr G BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc purlins, BOT CHORD 2x4 DF No.1 &Btr G except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 4-10. WEBS 2x4 OF No.1 &Bit G BOT CHORD Rigid ceiling directly applied or 7-3-6 oc bracing. WEBS 1 Row at midpt 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 11=1568/Mechanical, 2=1776/0-5-8 Max Horz 2=112(LC 5) Max Uplift 11=-315(LC 5), 2=-362(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3020/607, 3-4=-2969/650, 4-6=-3854/855, 6-7=-3854/855, 7-8=-3511/749, 8-9=-35111749 BOT CHORD 2-17=-567/2628, 16-17=-567/2628,15-16=-614/2694, 14-15=-863/4057,13-14=-863/4057. 12-13=465/2190, 11-12=465/2190 WEBS 4-15=-290/1394, 6-15=458/120, 7-15=-270/32, 7-13=-648/145, 8-13=-359/81, 9-13=-325/1556,9-12=-19/257,9-11=-2547/518 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25R; B=45ft; L=38ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. Of ESSIOA/ q 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q ZF1A0 will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. � 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) U C 7006 $ 11=315, 2=362. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXP. 9.30-2018 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 Ib down and 81 Ib up at 135 Ib at 10-0-12, 74 Ib down and 53 Ib up at 12-0-12, 72 Ib down and 52 Ib up at 14-0-12, 72 Ib down 7-8-9, 115 Ib down and up and 52 lb up at 16-0-12, 72 Ib down and 52 Ib up at 18-0-12, 72 Ib down and 52 Ib up at 20-0-12, 72 Ib down and 52 Ib up at 52 Ib up at 26-1-4, 75 Ib down and 52 Ib up at 28-1-4, 75 Ib down and CIVIC_ � 22-14, 72 Ib down and 52 Ib up at 24-1-4, 75 Ib down and 52 Ib up at 30-1.4, 75 Ib down and 52 Ib up at 32-1-4, and 75 Ib down and 52 Ib up at 34-1-4, and 75 Ib down and 52 Ib up at OF CP,0 36-1-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. November 29,2016 !i WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7472 rev. 10/02/2013 BEFORE USE. MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Design valid for use only with a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building design. Bracing prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the250 fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSBTPII Quality Criteria, OSO-89 and BCS/ Building Component Coronla, CA Circle 92880 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type 60673TURNER A25 Roof Special DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15' Uniform Loads (plf) Vert: 1-4=-62, 4-5=-62, 4-21=-22, 10-21=-62, 11-18=-20 Concentrated Loads (lb) Vert: 22=-115 Qty Ply Turner Residence 1 1 K2613619, Job Reference L tip onal) 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Nov 25 13:01:28 2016 Page 2 I D:5XJ4h2GUgBrEbFNeonBRcxyNvH8-CZ8wDtJvAlidR8yP_s2VsJKnO Wyr33LgQmoDAVyFdxr l • ---- --- — — ••— much NErENENCE PAGE MI1.7473 rev. 10BEFORE USE. • Design valid for use only with MTekO connectors. This design is /038015 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 Hit 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 MiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 216 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle -_Corona, CA 92880 Job Truss Truss TypeQly 28-9-1037.11.0 Ply Turner Residence 5-4-1 5-5-13 3-7-9 Plate Offsets (X,Y)-- f2:0.0-0,0-0-01 [3:0-0-0 0-0-01d4:-_0-4-00.1-61 K2613820 60673TURNER A26 ROOF SPECIAL GIRDER 1 1 LOADING (psO _ CSI. DEFL. in Job Reference (optional) Ut:WUN ADJIJ IANL r, rArtAU1JC, UA ovy ca cv ro rvn i nm. r I.W. , ID:5XJ4h2GUgBrEbFNeon8RcxyNvH8-glilQCKXxcgU3lXbXZakOW tl tvKgoTTpeQYmixyFdxq -22-0-0-00 .06- 31-0-71 14 7-71112 23-3-112 28.9.10 i -3 I373 .7.9 3.5-13 215 -1-1 3-11-11 3- 5.5.13 Scale = 1:68.9 6.00 12 3x6 3 - 6x8 = 1.5x4 II 5x8 = 1.5x4 II 6x12 = 1.5x4 II 3x10 = 2.5x5 II 4 5 25 26 6 27 28 2 7 30 8 31 32 9 33 4 3 36 37. 10 3 9 11 A0 12 —rm rsn �n -tet__© rsa rsn C?1__Ir:'7 TSI—uL—_—R _[ri—f81- 2241 21 42 43 20 44 19 is 45 4x 2 = 17 46 16 47 48 49 15 50 51 14 52 4x43= 4x6 = 2.5x5 II 4x4 = 5x8 = 2.5x5 II 4x8 = 2.5x5 II 5x8 = 2.5x5 II 3-5-13 5�9.36-0�-12 10-0-7 14-0-1 17-11-12 23-3-12 28-9-1037.11.0 3 5 13 2' 3 6 0 3 3.11 -it 3-11-11 5-4-1 5-5-13 3-7-9 Plate Offsets (X,Y)-- f2:0.0-0,0-0-01 [3:0-0-0 0-0-01d4:-_0-4-00.1-61 LOADING (psO SPACING- 2-0.0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.06 15-16 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.19 15-16 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.05 13 n/a n/a Weight: 217 Ib FT = 20% BCDL 10.0 Code IBC2012/TP12007 Matrix -MS _ LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-6 oc purlins, TOP CHORD 2x4 DF No. 18Btr G except end verticals, and 2-0-0 oc purlins (4-5-1 max.): 4-12. BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF No.18Btr G 6-0-0 oc bracing: 19-20,18-19. WEBS 1 Row at midpt 9-18 MiTek recommends that Stabilizer. and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 13=1204/Mechanical, 2=1112/0-5-8, 18=3470/0-3-8 (req.0-3-11) Max Hoe 2=87(LC 5) Max Uplift 13=-220(LC 5), 2=-238(LC 8), 18=-660(LC 5) Max Grav 13=1207(LC 18), 2=1112(LC 1), 18=3470(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1865/381, 3-4=-1605/358, 4-6=-1172/251, 6-7=-1172/251, 7-8=-387/1957, 8-9=-387/1957,9-10=-2009/386,10-11=-2009/386 BOT CHORD 2-22=-38911633, 21-22=-389/1633, 20-21=-355/1455, 16-18=-157/820, 15-16=-157/820, 14-15=-271/1401, 13-14=-271/1401 WEBS 4-20=-3321116, 6-20=-427/77, 7-20=-289/1444, 7-18=-2313/449, 8.18=-549/115, 9.18=-30761577, 9-16=-22/364, 9-15=-250/1328, 10-15=-6091129,11-15=-1221674. 11-14=-29/360, 11.13=-1733/319, 4-21=-76/454 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ff; B=45ft; L=40ft; eave=5ft; Cal. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) WARNING: Required bearing size at joint(s) 18 greater than input bearing size. 8) Refer to glider(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) except (jt=1b) 13=220,2=238.18=660. 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING - Verl y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2013 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Atldidonal 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 or trusses and truss systems. see ANSVTPI7 Quality Criteria, DSB419 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.—_--- Q�OF ESSIONq� ZHAO cc'Lc�m C 70068 ;10 November 29,2016 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Turner Residence K2613820 60673TURNER A26 ROOF SPECIAL GIRDER 1 1 Job Reference (optional) UtJIIiN Abbib IANUt:. I-AKAUIJC, LA o.u"" S aep za Lint o NII l eK Inuustrles, Inc. rn rVDV zo ia:u I:au Lu to rage L , ID:5XJ4h2GUgBrEbFNeonBRcxyNvHB-ByGgeYKAivyLhS6n5H5zxkPCdJgvXwjzt4HKENyFdxp NOTES - 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 208 Ib down and 177 Ib up at 5-8-9, 94 Ib down and 88 Ib up at 8-0-12, 62 Ib down and 56 Ib up at 10-0-12, 94 Ib down and 91 Ib up at 12-0-12, 95 Ib down and 90 Ib up at 14-0-12, 95 Ib down and 90 Ib up at 16.0-12, 95 Ib down and 90 Ib up at 18-0-12, 95 Ib down and 91 Ib up at 20-0-12, 95 Ib down and 91 Ib up at 22-1-4, 95 Ib down and 91 Ib up at 24-1-4, 95 Ib down and 91 Ib up at 26-1.4, 95 Ib down and 91 Ib up at 28-1-4, 95 Ib down and 91 Ib up at 30-1-4, 95 Ib down and 90 Ib up at 32-1-4, and 95 Ib down and 90 Ib up at 34-1-4, and 95 Ib down and 90 Ib up at 36-1.4 on top chord, and 274 Ib down and 81 Ib up at 4-0-12, 68 Ib down and 12 Ib up at 6-0-12, 69 Ib down and 15 Ib up at 8-0-12, 69 Ib down and 15 lb up at 10-0-12, 69 Ib down and 15 Ib up at 12-0-12, 69 Ib down and 15 Ib up at 14-0-12, 69 Ib down and 15 Ib up at 16-0-12, 69 Ib down and 15 Ib up at 20-0.12, 69 Ib down and 15 Ib up at 22-1-4, 69 Ib down and 15 Ib up at 24-1-4, 69 Ib down and 15 Ib up at 26-1-4, 69 Ib down and 15 Ib up at 28-1-4, 69 Ib down and 15 Ib up at 30-1-4, 69 Ib down and 15 Ib up at 32-1-4, and 69 Ib down and 15 Ib up at 34-1-4, and 69 Ib down and 15 Ib up at 36-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-4=-62, 4-5=-62, 4-25=-22, 12-25=-62, 2-13=-20 Concentrated Loads (lb) Vert: 4=-137 17=-52(B) 20=-52(B) 6=-37 7=-95 19=-52(B) 8=-95 14=-52(B) 11=-9526=-94 28=-94 30=-95 31=-95 32=-95 34=-95 36=-95 37=-95 38=-95 39=-95 40=-95 41= -274(B)42= -50(8)43= -51(8)44= -51(B)45= -52(6)46= -52(8)47= -52(8)48= -52(B)49= -52(B)50= -52(8)51=-52(8)52=-52(B) WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7477 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek4D connectors. This design Is based only upon parameters shown., and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 JobTruss 2.0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr NO Code IBC2012/TP12007 Truss Type Qty Ply Turner Residence Structural wood sheathing directly applied or 3-8-5 oc purlins, except TOP CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins (3-7-14 max.): 3-9. BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: K2613821 60673TURNER Bt CALIFORNIA GIRDER 1 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer o non.. .... Job Reference (optional) 7e 9MR AAtTeL Induelriue Inr• Fri KI- 95 13111.4171 9R16 Fane 1 UtblUN AOWO IANI C, rrvwvia n ID:SXJ4h2GUgBrEbFNeon6RcxyNvHB•stsSkzSRL_Dwt_sIhNGJLrquLL1 NlOORAeisboyFdxf -2-0-0 5.6-13 5-1111 10.1-13 I 14-11-6 _,_ 19-9-0 I _24_6.10 .._I_ 294-3 -_i__ 33.6.5 33-+11.3 39.6-0 141- 2-0-0 5-6-13 0- - 4 4-2-2 4-9-10 4-9-10 4-9-10 4-9.10 4.2.2 OA -14 5-6.13 2.0-0 Scale = 1:73.2 5x8 6.00 12 1.5x4 II 5x8 = 6x8 = 6x8 = 06 = 5x8 = 37 '- 35 3u qu qt -vo — I. — — ,- -, -- .- - 5x8 = 4x6 = 4x6 = 4x6 = 2.5x5 II 4x11 = 2.5x5 II 8x8 = 8x8 = 13 10-1-13 LOADING (psf)SPACING- TCLL 20.0 TCDL 11.0 BCLL 0.0 BCDL 10.0 2.0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr NO Code IBC2012/TP12007 CSI. TC 0.65 BC 0.58 WB 0.75 Matrix -MS DEFL. in (loc) I/deb L/d Vert(LL) 0.11 16-17 >999 240 Vert(TL) -0.32 16-17 >890 180 Horz(TL) 0.07 14 n/a nla PLATES GRIP MT20 .220/195 Weight: 212 Ib FT = 20% LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-5 oc purlins, except TOP CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins (3-7-14 max.): 3-9. BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF No.1&Btr G 5-0-3 oc bracing: 13-14 6-0-0 oc bracing: 12-13. WEBS 1 Row at midpt 6-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 2=1573/0-3-8.14=394710-5-8, 10=779/0-5-8 Max Horz 2=-51(LC 6) Max Uplift 2=-330(LC 8), 14=-741(LC 8), 10=-181(LC 8) Max Grav 2=1576(LC 17), 14=3947(LC 1), 10=785,(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2850/588, 3-4=-2928/581, 4-5=-2928/581, 5-6=-372/123, 6-7=-494/2723, 8-9=-793/216, 9-10=-939/226 16-17=-438/2285, 15-16=-438:2285, 13-14=-2227/472, BOT CHORD 2-18=-490/2530, 17-18=-485/2503, 10-12=-148/788 WEBS 3-18=-92/545, 3-17=-90/548, 4-17=-441/78, 5-17=-136/739, 5-16=-41/420, 5-15=-2267/430, 6-15=-235/1328, 6-14=-3329/635, 7-14=-1668/313, 7-13=471/2455, 8-13=-894/177,8-12=-227/985 NOTES - 1) Unbalanced roof live loads have been considered for this design. Q��SSIQNq 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25fl; B=45ft; L=40ft; eave=5ft; Cat. FE 11; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; porch left and right =��� �M ZIigO F2C� exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. VC 70068 m 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in a0 areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. E , 8- -2018 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=330,14=741,10=181.(A' IV11 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ATF OF CP'0 � November 29,2016 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 10/03/2015 BEFORE USE. I � Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall l temporary end permanent bracing MiTek• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additiona Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 250 Klu Circle fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSIRPII Quality Criteria, OSB -89 and SCSI Building Component I Corona. CA 92880 Safetv Information available from Truss Plate Institute. 216 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type fly Ply Turner Residence • K2613821 60673TURNER B1 CALIFORNIAGIRDER 1 1 Job Reference (optional U1=61UN ASSIS IANUt, HAKAUISt, UA d.U3u s Sep zu LUIU MI I eK InOustries, Inc. t -n NOV L5 13:U7:4U zu1o, Yage z ID:5XJ4h2GUgBrEbFNeonBRcxyNvH8-stsSkzS RL_Dwt_sihNGJLrquLL 1 NtOORAeisboyFdxf NOTES. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 184 Ib down and 175 Ib up at 5-8-9, 94 Ib down and 88 Ib up at 8-0-12, 62 Ib down and 56 Ib up at 10-0-12, 94 Ib down'and 91 Ib up at 12.6-12, 94 Ib down and 91 Ib up at 14-6-12, 94 Ib down and 91 Ib up at 16-0-12, 94 Ib down and 91 Ib up at 17-5-4, 94 Ib down and 91 Ib up at 19-5.4, 94 Ib down and 91 Ib up at 21.5-4, 94 Ib down and 91 Ib up at 23-5-4, 62 Ib down and 56 Ib up at 29-5-4, and 94 Ib down and 88 Ib up at 31.54, and 178 Ib down and 174 Ib up at 33-6-6 on top chord, and 274 Ib down and 81 Ib up at 4-0-12, 68 Ib down and 14 Ib up at 6-0-12, 69 Ib down and 15 Ib up at 8-0-12, 69 Ib down and 15 Ib up at 10-0-12, 69 Ib down and 15 Ib up at 12-0-12, 69 Ib down and 15 Ib up at 12-6-12, 69 Ib down and 15 lb up at 14-6-12, 69 Ib down and 15 Ib up at 16-0-12, 69 Ib down and 15 lb up at 17-5-4, 69 Ib down and 15 Ib up at 19-5-4, 69 Ib down and 15 Ib up at 21-5-4, 69 Ib down and 15 Ib tip at 23-5-4, 178 Ib down and 57 Ib up at 25-5-4, 178 Ib down and 57 Ib up at 27.5-4, 69 Ib down and 15 Ib up at 29-5-4, 69 Ib down and 15 Ib up at 31-54, and 68 Ib down and 14 Ib up at 33-5-4, and 274 Ib down and 81 Ib up at 35-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ' 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3-9=-62, 9-11=-62, 2-10=-20 Concentrated Loads (lb) Vert: 3=-137 17=-52(F) 4=-37 14=-51(F) 13=-52(F) 8=-37'23=-94 25=-94 26=-94 27=-94 29=-94 30=-94 31=-94 33=-94 35=-94 36=-137 37=-274(F) 38=-50(F) 39= -51(F)40= -51(F)41= -51(F)42= -51(F)43= -51(F)44= -51(F)45= -511F)46= -51(F)47=-178 48=-178 49=-51(F) 50=-50(F) 51=-274(F) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10103120/5 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lea Street, Suite 312, Alexandria, VA 22314. WOW 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oly Ply Turner Residence 35-0.0 5-2.8 0-3-8 7-6-0 3-2-12 2-9.4 0-5-8 5-6.8 K2613822 60673TURNER B2 Hip 1 1 DEFL. in (loc) Well L/d Vert(LL) -0.09 14-15 >999 240 Vert(TL) -0.27 14-15 >576 180 Horz(TL) 0.03 7 n/a n/a Job Reference (o tip onal DESIGN ASSISTANCE, PARADISE, CA 6.030 s Sep 29 Zino Ml1 ek Industries, mc. Fri Nov 25 13:01A2 2016 rage I I D: zQB5_g Msr8anscgZ Bj RKdOyG D P E -o F_D 9f U htbTe7105ooJnQGvG k9mj LKOkeyB yghyFdxd 5-2-8 5- 13-0-0 19.0.0 _ 25-0.0 291 8-10 I 35-0-0 j 37-0.0 1 5.2.8 0- •8 7-6.0 6-0-0 6.0-0 4-8-10 5-3-6 2-0-0 6.00 F12 5x8 \\ 4x4 II 5x8 = 6x8 = Scale: 3/16"=1' 11 13 12 3x4 = 1.5x4 II 3x4 = ' 5x8 = 5-2-8 5- 0 13.0.0 161 2.12 19-0-0 19.5 8 25-0-0 29-8-10 35-0.0 5-2.8 0-3-8 7-6-0 3-2-12 2-9.4 0-5-8 5-6.8 4-8.10 5-3.6 Plate Offsets (X Y)=j1:0-3-3 Edge]x(1:0-0-0.0-1-13j,[4:0.4-0.0-3-0],-(12:0-3-4.0-3-01 CSI. TC 0.53 BC 0.34 WB 0.75 Matrix -MS DEFL. in (loc) Well L/d Vert(LL) -0.09 14-15 >999 240 Vert(TL) -0.27 14-15 >576 180 Horz(TL) 0.03 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 174 Ib FT = 20% LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr YES Code IBC2012/TPI2007 LUMBER- BRACING - TOP CHORD 2x4 DF No.t&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No.1 &Bir G BOT CHORD WEDGE Left: 2x4 DF No.t&Bir-G WEBS REACTIONS. All bearings 6-5-8 except Qt=length) 1=0-5-8, 7=0-5-8, 11=0-3-8. (lb) - Max Horz 1=-78(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 12 except 13=-116(LC 5), 1=-118(LC 8), 7=-143(LC 8), 11=-135(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 11 except 13=744(LC 17), 13=688(LC 1), 12=1152(LC 1), 1=541(LC 17), 7=712(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8381222, 4-5=-18/352, 5-6=-478/153, 6-7=-8451171 BOT CHORD 1-15=-1221710, 14-15=-121/702, 13-14=-694/146, 3-14=-476197, 11-12=-33/372, 10-11=-33/372, 9-10=-80/698, 7-9=-80/698 WEBS 2-14=-8521209, 12-14=-375/128, 4-12=467/68, 5-12=-891/185, 5-10=-56/357, 6-10=-374/83, 2-15=-42/295 Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 2-5. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14,12-13. 1 Row at midpt 2-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12 except Ot=1b) 13=116,1=118,7=143,11=135. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 134 Ib down and 165 Ib up at 5.6-12, 75 Ib down and 51 Ib up at 7.6-12, 40 Ib down and 27 Ib up at 8-0-12, 40 Ib down and 27 Ib up at 10-0-1 Y 40 Ib down and 27 Ib up at 11-6-12, 38 Ib down and 27 Ib up at 12.11-4, 38 Ib down and 27 Ib up at 14.11-4, 38 Ib down and 27 Ib up at 16-11-4, and 38 Ib down and 27 Ib up at 18-11-4, and 134 Ib down and 165 Ib up at 24-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Duality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. _ — ---- QROF ESSIONq� ZH40 C 70068 November 29,2016 Sol MiTek' 250 Klug Circle Corona, CA 92880 WARNING - Verily des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7177 rov. 10/07/2013 BEFORE USE. _Design valid for use only with MiTek®connectors. This design is based only upon parameters shown, and is for an Individual building component, not �• a Truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual Truss web andlor chord members only. Additional temporary and permanent bracing for stability and to prevent with personal I M iTekr is always required collapse possible injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI(TPI7 Quality Criteria, DSB-89 and SCSI Building Component - 250 Klug Circle. Safety Information available fro Residence , K2613822 60673TURNER B2 Hip 1 1 eferenceoptionl DESIGN ASSISTANCE, PARADISE, CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Fd Nov 25 13:01:42 2016 Page 2 I D;zQB5_gMsr8anscgZBJRKdOyGDPE-oF_D9fUhlbTe7105ooJnQGvGk9mJLKQkeyByghyFdxd LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1.25, Plate Increase=1.15 - Uniform Loads (plf) Vert: 1-2=-62, 2-5=-62, 5-8=-62, 14-16=-20, 13-19=-20 Concentrated Loads (lb) Vert: 4=-2 3=-2 22=-90 24=-2 25=-2 26=-2 29=-2 30=-2 32=-90 ]Job Truss Truss Type Qty Ply FTumar m Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply PLATES GRIP MT20 220/195 Weight: 180 Ib FT = 20% LUMBER- BRACING - plate grip DOL=1.60 TOP CHORD 2x4 OF No.1&Btr G TOP CHORD K2625819 60673TURNER B20 CALIFORNIA 1 1 2-0-0 oc purlins (6-0-0 max.): 3-8. 6) A plate rating reduction of 20% has been applied for the green lumber members. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: Um C 70068 1=108, 9=207. Job Reference (optional) Utbit rl ASSIJ I ANGt, I-AKAUIJt, UA t1.uiu s Apr zU zUla MI I eK Inausales, mQ VVea NOV 3U 1s:54:"3u zV16 rage 1 ID:5XJ4h2GUgBrEbFNeon8RcxyNvHS-DRXgNhulC_2MflfvTsVIUOFK10vexEpfMVQ8JhyDzi7 45-0 75-13 7-11 11 12-2-5 17 0- 24-7-3 31-6 31-1 1 395 0 415-0 45-0 3-0 13 4 42-10 4 101 7-6-11 6 11-2 4 75-13 5x8 \\ 6.00 12 1.5x4 11 5x8. = 6x12 5x8 = Scale = 1:71.6 3x6 1:r 2.5x5 II 2.5x5 II 5x8 = 3x4 = 3x6 _ LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL , 1.25 Rep Stress Incr YES Code IBC2012ITPI2007 CSI. TC 0.79 BC 0.66 WB 0.56 Matrix -MS DEFL. in Vert(LL) 0.32 Vert(TL) -0.82 Horz(TL) 0.40 (loc) Vdefl Ud 2-16 >668 240 2-16 >258 180 14 n/a n/a PLATES GRIP MT20 220/195 Weight: 180 Ib FT = 20% LUMBER- BRACING - plate grip DOL=1.60 TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3.7-10 oc purlins, BOT CHORD 2x4 OF No.1&BV G FESSIQ/y except WEBS 2x4 OF No.1&Btr G will the chord and any other members. 2-0-0 oc purlins (6-0-0 max.): 3-8. 6) A plate rating reduction of 20% has been applied for the green lumber members. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: Um C 70068 1=108, 9=207. 3-11-15 oc bracing: 14-15 8) This truss has been designed for a total drag load of 1400 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist 10-0.0 oc bracing: 13-14. 9.30018 WEBS 1 Row at midpt 7-14 REACTIONS. (Ib/size) 1=531/0-5-8,14=1994/0-5-8. 9=838/0-5-8 Max Horz 1=94(LC 22) Max Uplift 1=108(LC 25), 9=207(1_C 26) Max Grav 1=532(LC 37), 14=1994(LC 1), 9=890(LC 38) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=542/213, 3-4=149/425, 4-5=-342/618, 5-7=513/2433, 7-8=859/175, 8-9-1061/349 BOT CHORD 2-16=330/699, 15-16-369/723, 14-15=2759/1123, 5-14-1130/58, 11-12=454!743, 9-11-273/856 WEBS 3-15=824/67, 4-15=292/56, 5-15=0/2334,12-14=-422f766, 7-14=-2917/658, 7-11=58/385 NOTES - 1) Unbalanced roof live loads have been considered for this design. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=40R; eave=5ft; Cat. ��• ll; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FESSIQ/y 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide fit between bottom QQ ZH �F AQ will the chord and any other members. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Crtterla, DSB-89 and SCSI Building Component 6) A plate rating reduction of 20% has been applied for the green lumber members. y 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (lt=lb) Um C 70068 1=108, 9=207. 8) This truss has been designed for a total drag load of 1400 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 4-6-0 to 17.6-0 for 107.7 plf. 9.30018 9) Graphical puriin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. * November 30,2016 AWARNING • VerHy design parameters and READ NOTES ON THIS AND INCLUDED NITEN REFERENCE PAGE MI -7473 rev. 14M=015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®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 ANSUTP11 Quality Crtterla, DSB-89 and SCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Aiexandria, VA 22314. Corona, CA 92880 Job I Job Truss Truss TypeOly Ply Turner Residence Job Reference (o tional 2 K261382a 60673TURNER B3 HIP GIRDER 1 ucmon Nbsb r Hrvw, rNnnuwc, �N, 1 a.uJu s bep ze Zino Mi i OK mousmes, mc. i ue Nov za ua:4p141 zu la rage 1 ID:5XJ4h2GUgBrEbFNeonBRcxyNvH8-KJ2E8T5G W MrzrgSTxu W s2g6CTs6hMO WoclEEiiyELZB 3-7-5 6-10.3 9-11-1 13-0-0 18.114 23.7.13 2 - .6-11 30.7-6 35.0.0 3.7.5 r 3-2-14 + 3-0.15 I 3-0-15 I 5-114 [ 4.8.9 I'15•a BSI-- 2.1 1 .5.2 1-0-10' 44-10 ~2�0-0� 5x8 = 6.00 12 1.5x4 II 6x8 = 4x12 = 4x8 �' ' Scale: 3/16"=1' - JD Je if 10 Jo Ja 4x8 II 8x8 = 6x8 = 6a8 = 2.5x5 II 6x12 8x8 = 13.0-4 3-7.5 6.10.3 9.1 t-1 I 12-6.8 .0 _ 18-114 23-7.13 _I 27-1.9 30I 7.6� 3 3-7.5 3.2-14 3-0-15 2.7-7 015-A 5.1•-0 4.8.9 3-5.12 3.5.12 x4.10 0.0.4 Plate Offsets (X Y)— [3:0-4-0.0-1-61 [6:0-4-12 0-1-8 ,[7:0-3-15 0-2-01. [10:0-4-8,Edge],j13:0-3-9 0-4-41, [14:0-4.0 0-5-0],_ 16:0-3-9 0-5-0],_[18:0-9-8.0-6-81,_ 19[ 0-6-0,0-4-4]_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.12 14-16 >999 240 MT20220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.35 14-16 >743 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code IBC2012lrP12007 Matrix -MS Weight: 447 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x6 DF SS G 'Except' 5-17: 2x4 DF No.t&Btr G, 15-17: 2x6 DF No.1&Btr G BOT CHORD WEBS 2x4 DF No. 1&Btr G WEBS REACTIONS. (Ib/size) 1=2020/0-5-8, 18=13548/0-5-8 (req. 0-74), 10=5098/0-5.8 Max Hoa 1=-78(LC 8) Max Uplift /=-203(LC 8), 18=-2299(LC 8), 10=-847(LC 8) Max Grav 1=2046(LC 17), 18=13548(LC 1), 10=5105(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3177/344, 2-3=-1957/241, 5-6=-621/4230, 6-7=-7222/1340, 7-8=-8105/1488, Structural wood sheathing directly applied or 4-1-3 oc purlins, except 2-0-0 oc purlins (5-1-14 max.): 3-7. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 6-0-0 oc bracing: 18-19. 1 Row at midpt 6-18 8-9=-9970/1772.9-10=-10915/1832 BOT CHORD 1-29=-213/2794, 21-29=-213/2794, 21-30=-213/2794, 30-31=-213/2794, 20-31=-213/2794, 20 -32=-114/1659,19-32=-114/1659.19-33=-4260/769,18-33=-4178/755, 17 -34= -177/901,18 -34=-177/901,5-18=-4535/687,16-37=-904/5221,15-37=-904/5221, 14-15=-904/5221, 14-38=-1483/8889, 13-38=-1483/8889,13-39=-1571/9724, 12-39=-1571/9724,10-12=-1571/9724 WEBS 2-21=-112/1205,2-20=-12771142,3-20=-282/2302, 3-19=-2502/308,5-19=-877/5779, 16 -18= -952/5554,6 -18=-10664/1878,6-16=-546/2499,6-14=-429/2878,7-14=-648/3470, 8-14=-2709/465, 8-13=-463/2767, 9-13=-980/103, 9-12=-69/741 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. 2x4-- 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. OFESSION 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 OQ� ZH q4 connections have been provided to distribute only toads noted as (F) or (B), unless otherwise indicated. qQ 2C 3) Unbalanced roof live loads have been considered for this design. _ 2 4) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; ECDL=6.Opsf; h=25ft; B=45ft; L=35ft; eave=5ft; Cat. II; VM Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate C 70068 grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. EXP. 9-30-2018 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. OF CP,0F 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) WARNING: Required bearing size at joint(s) 18 greater than input bearing size. November 29,2016 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall -•� building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing M ITek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rabricallon, storage, delivery, erection and bracing of trusses and truss systems. see ANSIRFII Duality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 ucmon Nbsb r Hrvw, rNnnuwc, �N, 1 a.uJu s bep ze Zino Mi i OK mousmes, mc. i ue Nov za ua:4p141 zu la rage 1 ID:5XJ4h2GUgBrEbFNeonBRcxyNvH8-KJ2E8T5G W MrzrgSTxu W s2g6CTs6hMO WoclEEiiyELZB 3-7-5 6-10.3 9-11-1 13-0-0 18.114 23.7.13 2 - .6-11 30.7-6 35.0.0 3.7.5 r 3-2-14 + 3-0.15 I 3-0-15 I 5-114 [ 4.8.9 I'15•a BSI-- 2.1 1 .5.2 1-0-10' 44-10 ~2�0-0� 5x8 = 6.00 12 1.5x4 II 6x8 = 4x12 = 4x8 �' ' Scale: 3/16"=1' - JD Je if 10 Jo Ja 4x8 II 8x8 = 6x8 = 6a8 = 2.5x5 II 6x12 8x8 = 13.0-4 3-7.5 6.10.3 9.1 t-1 I 12-6.8 .0 _ 18-114 23-7.13 _I 27-1.9 30I 7.6� 3 3-7.5 3.2-14 3-0-15 2.7-7 015-A 5.1•-0 4.8.9 3-5.12 3.5.12 x4.10 0.0.4 Plate Offsets (X Y)— [3:0-4-0.0-1-61 [6:0-4-12 0-1-8 ,[7:0-3-15 0-2-01. [10:0-4-8,Edge],j13:0-3-9 0-4-41, [14:0-4.0 0-5-0],_ 16:0-3-9 0-5-0],_[18:0-9-8.0-6-81,_ 19[ 0-6-0,0-4-4]_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.12 14-16 >999 240 MT20220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.35 14-16 >743 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code IBC2012lrP12007 Matrix -MS Weight: 447 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x6 DF SS G 'Except' 5-17: 2x4 DF No.t&Btr G, 15-17: 2x6 DF No.1&Btr G BOT CHORD WEBS 2x4 DF No. 1&Btr G WEBS REACTIONS. (Ib/size) 1=2020/0-5-8, 18=13548/0-5-8 (req. 0-74), 10=5098/0-5.8 Max Hoa 1=-78(LC 8) Max Uplift /=-203(LC 8), 18=-2299(LC 8), 10=-847(LC 8) Max Grav 1=2046(LC 17), 18=13548(LC 1), 10=5105(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3177/344, 2-3=-1957/241, 5-6=-621/4230, 6-7=-7222/1340, 7-8=-8105/1488, Structural wood sheathing directly applied or 4-1-3 oc purlins, except 2-0-0 oc purlins (5-1-14 max.): 3-7. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 6-0-0 oc bracing: 18-19. 1 Row at midpt 6-18 8-9=-9970/1772.9-10=-10915/1832 BOT CHORD 1-29=-213/2794, 21-29=-213/2794, 21-30=-213/2794, 30-31=-213/2794, 20-31=-213/2794, 20 -32=-114/1659,19-32=-114/1659.19-33=-4260/769,18-33=-4178/755, 17 -34= -177/901,18 -34=-177/901,5-18=-4535/687,16-37=-904/5221,15-37=-904/5221, 14-15=-904/5221, 14-38=-1483/8889, 13-38=-1483/8889,13-39=-1571/9724, 12-39=-1571/9724,10-12=-1571/9724 WEBS 2-21=-112/1205,2-20=-12771142,3-20=-282/2302, 3-19=-2502/308,5-19=-877/5779, 16 -18= -952/5554,6 -18=-10664/1878,6-16=-546/2499,6-14=-429/2878,7-14=-648/3470, 8-14=-2709/465, 8-13=-463/2767, 9-13=-980/103, 9-12=-69/741 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. 2x4-- 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. OFESSION 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 OQ� ZH q4 connections have been provided to distribute only toads noted as (F) or (B), unless otherwise indicated. qQ 2C 3) Unbalanced roof live loads have been considered for this design. _ 2 4) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; ECDL=6.Opsf; h=25ft; B=45ft; L=35ft; eave=5ft; Cat. II; VM Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate C 70068 grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. EXP. 9-30-2018 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. OF CP,0F 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) WARNING: Required bearing size at joint(s) 18 greater than input bearing size. November 29,2016 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall -•� building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing M ITek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rabricallon, storage, delivery, erection and bracing of trusses and truss systems. see ANSIRFII Duality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x6 DF SS G 'Except' 5-17: 2x4 DF No.t&Btr G, 15-17: 2x6 DF No.1&Btr G BOT CHORD WEBS 2x4 DF No. 1&Btr G WEBS REACTIONS. (Ib/size) 1=2020/0-5-8, 18=13548/0-5-8 (req. 0-74), 10=5098/0-5.8 Max Hoa 1=-78(LC 8) Max Uplift /=-203(LC 8), 18=-2299(LC 8), 10=-847(LC 8) Max Grav 1=2046(LC 17), 18=13548(LC 1), 10=5105(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3177/344, 2-3=-1957/241, 5-6=-621/4230, 6-7=-7222/1340, 7-8=-8105/1488, Structural wood sheathing directly applied or 4-1-3 oc purlins, except 2-0-0 oc purlins (5-1-14 max.): 3-7. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 6-0-0 oc bracing: 18-19. 1 Row at midpt 6-18 8-9=-9970/1772.9-10=-10915/1832 BOT CHORD 1-29=-213/2794, 21-29=-213/2794, 21-30=-213/2794, 30-31=-213/2794, 20-31=-213/2794, 20 -32=-114/1659,19-32=-114/1659.19-33=-4260/769,18-33=-4178/755, 17 -34= -177/901,18 -34=-177/901,5-18=-4535/687,16-37=-904/5221,15-37=-904/5221, 14-15=-904/5221, 14-38=-1483/8889, 13-38=-1483/8889,13-39=-1571/9724, 12-39=-1571/9724,10-12=-1571/9724 WEBS 2-21=-112/1205,2-20=-12771142,3-20=-282/2302, 3-19=-2502/308,5-19=-877/5779, 16 -18= -952/5554,6 -18=-10664/1878,6-16=-546/2499,6-14=-429/2878,7-14=-648/3470, 8-14=-2709/465, 8-13=-463/2767, 9-13=-980/103, 9-12=-69/741 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. 2x4-- 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. OFESSION 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 OQ� ZH q4 connections have been provided to distribute only toads noted as (F) or (B), unless otherwise indicated. qQ 2C 3) Unbalanced roof live loads have been considered for this design. _ 2 4) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; ECDL=6.Opsf; h=25ft; B=45ft; L=35ft; eave=5ft; Cat. II; VM Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate C 70068 grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. EXP. 9-30-2018 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. OF CP,0F 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) WARNING: Required bearing size at joint(s) 18 greater than input bearing size. November 29,2016 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall -•� building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing M ITek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rabricallon, storage, delivery, erection and bracing of trusses and truss systems. see ANSIRFII Duality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3177/344, 2-3=-1957/241, 5-6=-621/4230, 6-7=-7222/1340, 7-8=-8105/1488, Structural wood sheathing directly applied or 4-1-3 oc purlins, except 2-0-0 oc purlins (5-1-14 max.): 3-7. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 6-0-0 oc bracing: 18-19. 1 Row at midpt 6-18 8-9=-9970/1772.9-10=-10915/1832 BOT CHORD 1-29=-213/2794, 21-29=-213/2794, 21-30=-213/2794, 30-31=-213/2794, 20-31=-213/2794, 20 -32=-114/1659,19-32=-114/1659.19-33=-4260/769,18-33=-4178/755, 17 -34= -177/901,18 -34=-177/901,5-18=-4535/687,16-37=-904/5221,15-37=-904/5221, 14-15=-904/5221, 14-38=-1483/8889, 13-38=-1483/8889,13-39=-1571/9724, 12-39=-1571/9724,10-12=-1571/9724 WEBS 2-21=-112/1205,2-20=-12771142,3-20=-282/2302, 3-19=-2502/308,5-19=-877/5779, 16 -18= -952/5554,6 -18=-10664/1878,6-16=-546/2499,6-14=-429/2878,7-14=-648/3470, 8-14=-2709/465, 8-13=-463/2767, 9-13=-980/103, 9-12=-69/741 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. 2x4-- 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. OFESSION 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 OQ� ZH q4 connections have been provided to distribute only toads noted as (F) or (B), unless otherwise indicated. qQ 2C 3) Unbalanced roof live loads have been considered for this design. _ 2 4) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; ECDL=6.Opsf; h=25ft; B=45ft; L=35ft; eave=5ft; Cat. II; VM Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate C 70068 grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. EXP. 9-30-2018 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. OF CP,0F 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) WARNING: Required bearing size at joint(s) 18 greater than input bearing size. November 29,2016 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall -•� building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing M ITek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rabricallon, storage, delivery, erection and bracing of trusses and truss systems. see ANSIRFII Duality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Oly Ply Turner Residence - • K2613824 60673TURNER 93 HIP GIRDER' 1 2 Job Reference (optional) ULWUN Abblb 1 ANL;t, YAKAUIbt, UA, 1 Dov � CTpyo ID:5XJ4h2GUgBrEbFNeon8RcxyNv, B-' J2E8T5GWMrzrgSTxuWs2g6s6' M WoclEEiiyELZ8 NOTES - 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 203 Ib uplift at joint 1, 2299 Ib uplift at joint 18 and 847 Ib uplift at joint 10. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 857 Ib down and 121 Ib up at 2-0-12, 857 Ib down and 121 Ib up at 4-0-12, 857 Ib down and 121 Ib up at 6-0-12, 984 Ib down and 208 Ib up at 8-0-12, 913 Ib down and 192 Ib up at 10-0-12, 889 Ib down and 188 Ib up at 11-6-12, 1018 Ib down and '221 Ib up at 13-2-0, 1027 Ib down and 244 Ib up at 14-11-4, 1096 Ib down and 286 Ib up at 16-11-4, 1665 Ib down and 320 Ib up at 18-11-4, 1667 Ib down and 356 Ib up at 20-11-4, 44 Ib down and 12 Ib up at 20-11-4, 1518 Ib down and 290 Ib up at 22-11.4, 1543 Ib down and 322 Ib up at 24-11-4, and 1548 Ib down and 321 lb up at 26-11-4, and 1187 Ib down and 226 Ib up at 28-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3-7=-62, 7-11=-62, 18-22=-20, 10-17=-20 . Concentrated Loads (lb) Vert: 15= -1518(B)19= -913(B)16= -1665(B)18= -1018(B)13= -1548(B)29= -857(B)30= -857(B)31= -857(B)32= -984(B)33= -889(8)35=-1027(8)36=-1096(B) 37=-1711(8=-1667)38=-1543(B)39=-1187(8) WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/0317015 BEFORE USE. *�- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall MiTek 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 ANSVTPII Corona, CA 92800 Quality Crlterla, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply Turner Residence 15-7-3 20.0.5 2 -5 3 26.0.0 28-0.0 2-0-0 5-6-13 0-4- 4 4-5-2 5-2-6 4.5-2 0-4-114 5.6-13 2-0-0 exposed; Lumber DOL=1.60 plate grip DOL=1.60 K2613825' 60673TURNER G1 California Girder I1 1F 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Reference (optional) UtblUN AJSIb IANUt, FAKAUIJt, GA D.U3U s aep La LU -I o MI I eK Ino Uslrles, Inc. rn Nov LD IJ:U Lor LU to rage i 20.5.3 26.0-0 ID:5XJ4h2GUgBrEbFNeon8RcxyNvHB-8Dn6CMYgh85wD3v3bLuy7Jc6 ANlOc9TnEvjLuyFdxY _ 5-6-13 5-11.11 10.4-13 15-7-3 20.0.5 2 -5 3 26.0.0 28-0.0 2-0-0 5-6-13 0-4- 4 4-5-2 5-2-6 4.5-2 0-4-114 5.6-13 2-0-0 exposed; Lumber DOL=1.60 plate grip DOL=1.60 Scale = 1:49.7 2 dj1 6x12 = _ 1.5x4 II 3x10 = 4x12 — 6.00 12 17 4 16 19 �l 20 5 21 22 2P6� u 24 t2 25 26 11 27 28 29 10 30 31 32 9 33 3x10 = 2.5x5 II 8x8 = 2.5x5 II 4x6 = 7 300 = 8 to 5.6.13 10-4.13 15-7-3 20.5.3 26.0-0 _ 5-6-13 4-10 0 5-2-6 c 4.10.0 5-6-13 Plate Offsets (XY)_[3:0-6-6.0-1-3]x(6:0-6-6.0-1-31,111:0-3-12,0-4.12] exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) 0.20 10-11 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.62 10-11 >501 180 69 Ib down and 15 Ib up at 10-0-12, 69 Ib down and 15 Ib up at 12-0-12, 69 Ib down and 15 Ib up at 13-11-4, 69 Ib down and 15 Ib BCLL 0.0 Rep Stress,lncr NO WB 0.66 Horz(TL) 0.16 7 n/a n/a 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). BCDL 10.0 Code IBC2012/TP12007 Matrix -MS Weight: 136 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF NoA&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins, BOT CHORD 2x6 DF No.2 G except WEBS 2x4 DF NoA&Btr G 2-0-0 oc purlins (2-8-13 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 8-5-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 2=2032/0-5-8, 7=2029/0-3-8 Max Horz 2=-45(LC 6) Max Uplift 2=-420(LC 8), 7=-419(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3937/803, 3-4=-4728/938, 4-5=-4726/937, 5-6=-3326/700, 6-7=•3756/767 BOT CHORD 2-12=-673/3516, 11-12=-668/3489, 10-11=-876/4753, 9-10=-876/4753, 7-9=-633/3321 WEBS 3-12=-93/559, 3-11=-249/1472, 4-11=-507/95, 5-10=-24/351, 5-9=-1683/298, 6-9=-226/1265 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f ; B=45ft; L=26ff; eave=4N; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. ESSI(7 6) A plate rating reduction of 20% has been applied for the green lumber members. 100 Ib 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at joint(s) except Qt=1b) �� �M ZH4 2=420.7=419. 8) Graphical purlin representation does not depict the size or the orientation of the puffin along the lop and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 184 Ib down and 173 Ib up at C 70068 n 5-8-9, 94 Ib down and 88 Ib up at 8-0-12, 62 Ib down and 56 Ib up at 10-0-12, 94 Ib down and 91 Ib up at 12-0-12, 94 Ib down and 91 Ib up at 13-11-4, 62 Ib down and 56 Ib up at 15-11-4, and 94 Ib down and 88 Ib up at 17-11-4, and 178 Ib down and 172 Ib up at 9-30- 8 20-0.6 on top chord, and 274 Ib down and 81 Ib up at 4-0-12, 68 Ib down and 14 Ib up at 6-0-12, 69 Ib down and 15 Ib up at 8-0-12, * k 69 Ib down and 15 Ib up at 10-0-12, 69 Ib down and 15 Ib up at 12-0-12, 69 Ib down and 15 Ib up at 13-11-4, 69 Ib down and 15 Ib up at 15.11-4, 69 Ib down and 15 Ib up at 17-11-4, and 68 Ib down and 14 Ib up at 19-11-4, and 274 Ib down and 81 Ib up at �P 21-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 1.`F� 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). -------- November 29,2016 WARNING - Vel fy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFEP.ENCE PAGE MII-7073 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component; not �• a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSUTPII quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Turner Residence K2613825 60673TURNER G1 California Girder 1 1 Job Reference [otip onal DESIGN ASSISTANCE, PARADISE, CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Nov 25 13:01:47 2016 Page 2 ID:5XJ4h2GUgBrEbFNeonBRcxyNvHB-8Dn6CMYghB5wD3v3bLuy7Jc6_ANIOc9TnEvjLuyFdxY LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 'Uniform Loads (plf) Vert: 1-3=-62. 3-6=-62, 6-8=-62, 2-7=-20 Concentrated Loads (lb) Vert: 3=-137 17=-94 18=-37 19=-94 20=-94 21=-37 22=-94 23=-137 24=-274(F) 25=-50(F) 26=-51(F)27=-52(F) 28=-51(F) 29=-51(F) 30=-52(F) 31=-51(F) 32=-50(F) 33=-274(F) r &WARNING -Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. 10/07/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shcwn, and is for an individual building component, not e truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall MiTek" building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permenenl 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.. seeANSU7Pl1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, aAlexendriVA 22314— ---- - — —_—' __ _ Corona, CA 92880 - Job ---• ... o.0 to s Sep 2016 MiTek I Truss Truss Type Oty Ply Turner Residence 60673TURNER G2 California j 1 K2613826 DESIGN ASSISTANCE. PARAnISF CA YES BCDL 10.0 Job Reference (optional) _a ndustries, Inc. Fri Nov 25 13:01:48 2016 Page 1 ID:SXJ4h2GUgBrEbFNeon8RcxyNvH8-dPLUPiYSSRDnrDUF93PBfX9KHZgDIC9cOteHtKyFdxX -2-0-0 7-6-13 7-11- 13-0-0 18.0-5 111.5 3 2626-0-0 I � 28-0-0 2-0-0 7-6-13 04- 4 5-0-.5 5.0-5 0-4.14 7.6-13 2-0-0 5x8 = 1.5x4 II 5x8 = Scale = 1:49.7 - - 3x6 = 0x6 — sxlu = 1.5x4 II 3x6 = ' 7-6-13 13-0-0 I 18-5-3 26-0-0 I 7-6-13 5-5-3 5-5-3_ _ 7-6-13 LOADING (psf) SPACING• 2-0.0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2012/TPI2007 CSI. DEFL. in (loc) I/deb Ud TC 0.39 Vert(LL) -0.08 9 >999 240 BC 0.33 Vert(TL) -0.24 9-10 >999 180 WB 0.10 Horz(TL) 0.08 6 We n/a Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 DF No.t&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No.1&Btr G BOT CHORD REACTIONS. (Ib/size) 2=1305/0-5-8, 6=1305/0-3-8 Max Horz 2=-56(LC 23) Max Uplift 2=-279(LC 8), 6=-279(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2012/463, 3-4=-2119/549, 4-5=-2119/549, 5-6=-2012/463 BOT CHORD 2-10=-331/1721, 9-10=-331/1716, 8-9=-330/1716, 6-8=-331/1721 WEBS 3-10=-23/259, 3-9=-158/562, 4-9=-490/160, 5-9=-158/562, 5-8=-23/259 PLATES GRIP MT20 220/195 Weight: 113 Ib FT = 20% Structural wood sheathing directly applied or 4-2-2 oc purlins, except 2-0-0 oc purlins (4-2-7 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing , be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25h; B=45ft; L=26ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=279.6=279. 8) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 Ib down and 77 Ib up at 7-8.9, 117 Ib down and 135 Ib up at 10-0-12, 74 Ib down and 53 Ib up at 12-0-1e 74 Ib down and 53 Ib up at 13-11-4, and 117 Ib down and 135 Ib up at 15-11-4, and 52 Ib down and 77 Ib up at 18-3-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3-5=-62, 5-7=-62,11-14=-20 AWARNING. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. o g)F ESSIOyvgl ZHgO C 70068 November 29,2016 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss - Truss Type 60673TURNER G2 California DESIGN ASSISTANCE. PARADISE, CA LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 17=-115 22=-115 -------_—_-- Dty- Pty--- TurnerResidence ---- , K2613826 1 1 Job Reference (optional) 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Nov 25 13:01:48 2016 Page 2 .4 ID:5XJ4h2GUgBrEbFNeon8RcxyNvHB-dPLUPIYSSROnrDUF93PBfX9KHZgDIC9cOteHlKyFdxX WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not e truss system. Before use. Ne building designer must verity the applicability of design parameters and property Incorporate this design Into the overall M (Tek• building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary end 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 ANSIrrPI11 Quality Criteria, DSB-89 and SCSI Building Component 250 MugC it le Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. — _— - 92880 Job Truss Truss Type Oly Ply Turner Residence K2613827 60673TURNER G3 California 1 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Job Reference (optional) DESIGN ASSISTANCE. PARADISE, CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Nov 25 13:01:49 2016 Page 1 ID:5XJ4h2GUgBrEbFNeonBRcxyNvH8-5cvsd2Z4DILeTN2RimxOCkIT5zAeUfOmFXOgPnyFdxW -2-0-0 4.11-8 9-6-13 9.11-,11 16-0-5 16-5 3 21-0-B 26-0-0 28-0-0 22-0�-0 4-11-8- 4-7-5 _ 0-11 4 6.0.10 0-4 4 4.7.5 4-11-8 2-0-0 Scale = 1:49.7 5x8 = 4x6 = 3x6 = 1.5x4 II 5x8 = 300 = 1.5x4 II 3x6 = 4-11-8 9-6.13 16.5-3 21-0-8 26-0.0 --� _.-+- ----I---4 4-11-8 4-7-5 6-10.7 -----I-`--4.7 5 11 B Plate Offsets(X.Y)_[4:0-4-0 0-1-3],j5:0-2-6.0.1! jll:0-4-0.0.3-01 _ LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) 0.09 10-11 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.26 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WS 0.12 Horz(TL) 0.08 7 n/a n/a Weight: 125 Ib FT = 20% BCDL 10.0 Code IBC2012rrPI2007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 4-7-11 oc purlins, BOT CHORD 2x4 DF No. 1&Btr G except WEBS 2x4 DF No. 1&Btr G 2-0-0 oc purlins (4-7-10 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation.guide. REACTIONS. (Ib/size) 2=1260/0-5-8,7=1258/0-3-8 Max Horz 2=-69(LC 6) Max Uplift 2=-269(LC 8), 7=-267(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD. 2-3=-2022/440, 3-4=-1722/437, 4-5=-1459/395. 5-6=-1686/426, 6-7=-2017/436 BOT CHORD 2.12=-321/1749, 11-12=-321/1749, 10-11=-27811493, 9-10=-31811743, 7-9=-318/1743 WEBS 3-11=-282/116, 4-11=-71/353, 5-10=-59/388, 6-10=-331/113 NOTES. 11) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f1; B=45f1; L=26ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide, will fit between the bottom chord and any other members.Q�OFESS)ONq` 6) A plate rating reduction of 20% has been applied for the green lumber members. of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ol=1b) O ZH40 Fy 7) Provide mechanical connection (by others) �M c2 2=269,7=267. = does not depict the size or the orientation of the purlin along the lop and/or bottom chord. UR7 8) Graphical pudin representation 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 130 Ib down and 156 Ib up at J C 70068 9-8-9, 71 Ib down and 51 Ib up at 12-0-12, and 71 Ib down and 51 Ib up at 13-11-4, and 130 Ib down and 155 Ib up at 16-0-6 on top The design/selection of such connection device(s) is the responsibility of others. XP. 9.3 8 chord. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) \F� Vert: 1-4=-62, 4-5=-62, 5-8=-62, 13-16=-20 November 29,2016 WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and propeAddrly Incorporate this design into the overallitionaltemporary and permanent bracingg MiTek' building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. is always required for stability and to prevent collapse with possible personal Injury and property damage. For generel guidance regarding the fabrication• storage. delivery. erection and bracing of trusses and truss systems. see AN9UTPl1 Duality Criteria, DSB-89 and SCSI Building Component 250 Corona. Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312• Alexandria, VA 22314. Corona, CA 92880 :? DESIGN ASSISTANCE. PARADISE, CA LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-69 23=-69 Job Truss Truss Type City 60673TURNER G3 California Ply Turner Residence - K2613827- 1 1 Job Reference o tip onal 8.030 s Sep 29 2016 MiTek Industries, Inc. Fd Nov 25 13:01:49 2016 Page 2: ID,5XJ4h2GUgBrEbFNeon8RcxyNvHB-5cvsd2Z4DILeTN2RimxOCkIT5zAeUfOmFXOgPnyFdxW WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7477 rev. 1010712015 BEFORE USE. *� Design valid for use only with MfTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not i^.iaq 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 M ITek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI7 Quality Criteria, USB -89 and BCSI Building Component 250 Klug Circle Safety information available from Truss Plate institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314_ - _ — _ Corona, CA 92880 Job Truss Truss Type Qty PlyTob esidence Plate Grip DOL 1.15 TC 0.23 TCDL 11.0 K2613828 60673TURNER G4 California 1 Rep Stress Incr YES WB 0.27 BCDL 10.0 Code IBC20121TPI2007 Matrix -MS renceo tip onal) DESIGN ASSIST/r1NCE. PARADISE, CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Nov 25 13:01:50 2016 Page 1 ID:5XJ4h2GUgBrEbFNeon8RcxyNvH8-ZoTEgOal_3TV4XddGUSOyEJKNWcD2tvUB7OyDyFdxV -2-0-0 5-11.6 11 -13 11- 1 11 14-0-5 14-5 L-" 26-0-0 28-0-0 2-0.0 5-11-8 5-7-5 0 •14 2-0-10 0-4.14 5-7-5 5-11-8 2.0.0 Scale = 1:49.7 5x8 = 4x4 = 3x6 = 1.5x4 II 5x8 = 300 = 1.5x4 II 3x6 = 5-11-8 11-6-13 14-5-3 20-0-8 26-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 TCDL 11.0 Lumber DOL 1.25 BC 0.27 BCLL 0.0 Rep Stress Incr YES WB 0.27 BCDL 10.0 Code IBC20121TPI2007 Matrix -MS LUMBER - TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF No.18Btr G REACTIONS. (Ib/size) 2=1208/0-5-8,7=1207/0-3-8 Max Hoa 2=-81 (LC 6) Max Uplift 2=-216(LC 8), 7=-215(LC 8) DEFL. in (loc) I/deft Ud Vert(LL) -0.06 11-12 >999 240 Vert(TL) -0.20 11-12 >999 180 Horz(TL) 0.07 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 131 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1893/329, 3.4=-1428/302, 4-5=-1184/278, 5-6=-1404/296, 6-7=-1890/327 BOT CHORD 2-12=-217/11628,11-12=-217/1628, 10-11=-135/1201, 9-10=-21511625,7-9=-215/1625 WEBS 3-11=-479/103,4-11=-59/331,5-10=-72/378,6-10=-510/106 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f1; B=45ft; L=26ft; eave=4ft; Cal. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=216,7=215. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 64 Ib down and 102 Ib up at 11-8-9, and 58 Ib down and 101 Ib up at 14-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25. Plate Increase=1.15 Uniform Loads (plf) Vert: 1.4=-62, 4-5=-62, 5-8=-62,13-16=-20 Concentrated Loads (lb) Vert: 4=-18 19=-18 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/02/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters showr, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSUTPII Quality Criteria, DSB419 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Q�pFESS10,vq� ZHAO C 70068 E .9-30-2018 SIT IL �Q' ALF November 29,2016 MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty r Residence - 26-0-0 r7job K2613829 60673TURNER GS Common 1 6.9-6 _ 04.0 0-3.0J eference optional IGN ASSISTANCE, PARADISE, CA 8.030 s Sep 29 2016 MiTek Induslries, Inc. Fd Nov 25 13:01:51 2016 Page 1. ID:5XJ4h2GUgBrEbFNeon8RcxyNvH8-1_ld2kbLIMbMIhCggBzuH9ntNnsSyTG2irtxUfyFdxU 2.0-06.9.6 13-0-0 19.2-10 I 26-0-0 I 28-0-0 2-0-0 6-9-6 6-2-10 6-2-10 6.9-6 Scale: 1/4-=.1' 40 = 3x6 = 5x8 = , 3x10 = 1.5x4 II 3x6 = 19 r 6.9.6 13-0-0 19-2.10 26-0-0 6-9-6 6.2-10 6-2-10 _ -� 6.9-6 Plate Offsets (X Y)_10f 04.0 0-3.0J _ DEFL. in (loc) I/deo Lid PLATES GRIP LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.06 9-10 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.20 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MS Weight: 118 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF No.1 &Bir G REACTIONS. (Ib/size) 2=1190/0-5-8,6=1190/0-3-8 Max Hoa 2=-90(LC 6) Max Uplift 2=-181(LC 8), 6=-181(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1800/247,34=-1252/210.4-5=-1252/210.5-6=-1800/247 BOT CHORD 2-10=-138/1535, 9-10=-138/1535, 8-9=-138/1535, 6-8=-138/1535 WEBS 4-9=-125/682, 5-9=-587/114, 3-9=-587/114 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f1; B=45ft; L=26f; eave=4th; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcur..ent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=181,6=181. Q90 ESS'0A1, ZH,1 C 70068 November 29,2016 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rov. 10103/2013 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 r\ Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' iTe k' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI7 Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona. CA 92880 Job Truss Truss Type 6-9.6 6-2-10 Pty Turner Residence Plate Offsets (X Y)_f9 0-4-0 0-3-01 �Oly DEFL. in (loc) I/deb L/d K2613830 60673TURNER G6 Common 4 1 TC 0.28 Vert(LL) -0.06 8-9 >999 240 MT20 220/195 I Lumber DOL 1.25 Job Reference otip onal DESIGN ASSISTANCE, PARADISE, CA8.030 s Sep 29 2D1li MI I eK industries, Inc. Fri Nov 20 13:01:02 2016 rage 1 ID:5XJ4h2Gt1gBrEbFNeon8RcxyNvH8-VBb7F4bzWgkDKgnOOuU7gNK248ChhwPCxVcUO6yFdxT -2-0-0 6.9-6 13-0-0 + 19.2-10_ 26.0.0 r 2.0 00 6.9-6 6.2.10 6-2.10 6-9-6 Scale = 1:45.7 4x4 = \ 3x6 = 5x8 = 3x10 17 0 6-9.6 13.0.0 19-2-10 { 26-0-0 6-9.6 6-2-10 6-2-10 6-9-6 Plate Offsets (X Y)_f9 0-4-0 0-3-01 DEFL. in (loc) I/deb L/d PLATES GRIP LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.06 8-9 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.20 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.07 6 n/a n/a BCOL 10.0 Code ISC2012ITP12007 Matrix -MS Weight: 115 Ib FT = 20%' LUMBER- TOP CHORD 2x4 DF N0.18B1f G BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc purlins. BOT CHORD 2x4 DF No.18Btf G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No. 18Btf G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationulg •de. REACTIONS. (Ib/size) 6=106410-3-8,2=1192/0-5-8 Max Horz 2=89(LC 7) Max Uplift 6=-142(LC 8), 2=-181(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1804/248, 3-4=-1255/211, 4-5=-1255/211, 5-6=-1812/251 BOT CHORD 2-9=-170/1538, 8-9=-170/1538, 7-8=-173/1547, 6-7=-173/1547 WEBS 4-8=-126/686, 5-8=-597/118, 3-8=-587/114 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=26ft; eave=4h; Cat. 11; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; pon;h left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=142.2=181. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2017 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly denage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Q�pf ESSIO/v Q C 70068 November 29,2016 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply Turner Residence LUMBER- BRACING - exposed; Lumber DOL=1.60 plate grip DOL=1.60 TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD K2613831 60673TURNER G6D Common 1 1 recommends that Stabilizers and required cross bracing 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ql=1b) installed during truss erection, in accordance with Stabilizer [Mi,Tek ESS/0N,q� drag loads along bottom chord from 0-0.0 to plf. Job Reference (optional urolUly AJJ10I ANC, rmt ulom' l A - o.vau s oep zu zu to rm I ex Inutislrles, mc. rn Nov L3 i s:v I:o'l zvio rage 7 ID:5XJ4h2GUgBrEbFNeonBRcxyNvH8-zNBNTOcbHzs4x_MCxc7MMasCgaYwONfLA9M2YYyFdxS -2-0.06.9-6 I 13-0-0 19.2-10 26-0.0 2,.o 6-9-6 6.2•1.0 6-2-10 6.9-6 Scale = 1:45.7 40 = 3x6 = I 5x8 = 3x10 = 1.5x4 II 3x6 = 6-9-6 13-0-0 19-2-10 26-0-0 6-9-6 6-2-10 6-2-10 6-9-6 (Y c LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr YES Code IBC20127TPI2007 CSI. TC 0.28 BC 0.30 WB 0.40 Matrix -MS REFL. in Vert(LL) 0.07 Vert(TL) -0.20 Horz(TL) 0.07 (loc) I/deo Vd 8.9 >999 240 8-9 >999 180 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 115 Ib FT = 20% LUMBER- BRACING - exposed; Lumber DOL=1.60 plate grip DOL=1.60 TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural woad sheathing directly applied or 4-9-7 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No.1&Btr G 5) A plate rating reduction of 20% has been applied for the green lumber members. recommends that Stabilizers and required cross bracing 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ql=1b) installed during truss erection, in accordance with Stabilizer [Mi,Tek ESS/0N,q� drag loads along bottom chord from 0-0.0 to plf. tallation guide.. REACTIONS. (Ib/size) 6=1064/0-5-8,2=1192/0-5-8 Max Horz 2=89(LC 7) 2JC 70068 Max Uplift 6=-594(LC 26), 2=-634(LC 25) Uf�9-30 2018 FORCES. (lb) - Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1864/1168, 3-4=-1255/658.4-5=-1255/658, 5-6=-1867/1171 BOT CHORD 2-9=-1021/1639, 8-9=-548/1538, 7-8=-551/1547, 6-7=-1024/1642 WEBS 4-8=-126/686, 5-8=-597/129, 3-8=-587/125 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ql=1b) 6=594.2=634. 7) This truss has been designed for a total drag load of 1800 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist 26-0-0 for 69.2 ESS/0N,q� drag loads along bottom chord from 0-0.0 to plf. Q�OF ZHg p Fc�rn U 2JC 70068 Uf�9-30 2018 * November 29,2016 WARNING • Verlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rov. 10/02/2013 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 property incorporate this design Into the overall {1ip.Y building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing N 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 ANSVTFII Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 JobTG6DD s Truss Type Qty Ply Turner Residence K2613832 60673TURNER Roof Special 1 1 • Reference o tional uwwry r�aaia i r�rv�.r=, rnrwurao, a.r� O.uOU 9 aep zv Zulo MI I eK mOusines, Inc. en NOV ZO IJ:U1:04 ZUIb rage 1 . .. ID:5XJ4h2GUgBrEbFNeon8RcxyNvH8-RZilgIdD2H xZBxPVJWbvoPNZ u99gvVOp5b5_yFdxR •2-0-0 6.9.6 _ 13-0-0 19.2-10 26-0-0 r 2-0-0 6.9-6 6-2-10 I 6-2-10 l 6-9-6 Scale = 1:45.7 40 = 4 3x6 = 5x6 = I3x10 = 1.5x4 II 3x6 = 13-0-0 I 19.2-10 26.0-0 6-9-6 6-2-10 6.2.10 6.9-6 _ Plate Offsets &_yJ-- [9:0-4-0 0.3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.07 8-9 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.20 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.40 HOrZ(TL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -MS Weight: 115 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 18Blr G TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc purlins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 7-6-1 oc bracing. WEBS 2x4 OF No.18Blr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=1064/0-3-8.2=1192/0-5-8 Max Horz 2=89(LC 24) Max Uplift 6=-594(LC 26), 2=-633(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1866/1170, 3-4=-1255/658, 4-5=-1255/658, 5-6=-1869/1173 BOT CHORD 2-9=-809/1538, 8-9=-177/1538, 7-8=-180/1547, 6-7=-812/1547 WEBS 4-8=-126/686, 5-8=-597/126, 3-8=-587/123 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=26ft; eave=4h; Cat. 11; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jl=1b) 6=594,2=633. 7) This truss has been designed for a total drag load of 1800 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist Q °FESS10& ` drag loads along bottom chord from 0.0-0 to 2-0-0, 24-0-0 to 26-0-0 for 450.0 plf. Fi q ZHq� Ftic2m C 70068 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2013 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI7TPI1 Quality Criteria, DSB-89 and BCS] Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 512, Alexandria, VA 22314. LSF° November 29,2016 MiTek' 250 Klug Circle Corona, CA 92880 i - Job Truss Truss Type City Ply Turner Residence PLATES GRIP ' TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 K2613833 60673TURNER M1 Jack -Open 2 1 BC 0.23 Vert(TL) -0.15 8-11 >477 180 BCLL 0.0 Rep Stress Incr Job Reference (o tip Dodi L`1=01UN Aool I I AIVI.C, rAKAVIJC, VA ts.0 su s Sep z9 Zulb mi I eK Industries, Inc. i -n NOV Zb 1s:U1:b4 ZU1b rage 1 I0:5XJ4h2GUgBrEbFNeonBRcxyNvH8-RZIIgidD2H_xZ8xPVJWbvoPNF VC9w8VOp5b5yFdxR -21 0-0 6-0.0 12-11.4 2-0-0 6-0-0 6-11.4 I� 0 .Scale = 1:39.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP ' TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.04 8-11 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.15 8-11 >477 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code IBC2012rTP12007 Matrix -MP Weight: 32 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Bir 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-1-8 except Ql=length) 2=0-5-8, 8=Mechanical, 3=0-3-0. (lb) - Max Horz 2=169(LCB) Max Uplift All uplift 100 Ib or less at joint(s) 2, 8, 3, 4, 5, 6 Max Grav All reactions 250 Ib or less at joint(s) 8, 3, 4, 5, 6 except 2=393(LC 1) FORCES. (ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8, 3, 4, 5, 6. 8) Beveled plate or shim required to provide full bearing surface with truss chord al joint(s) 3, 4, 5, 6. Q�01FESS/o/V4 ZFlg0 �c�m C 70068 November 29,2016 WARNING - Verify design parameters snd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/07/2013 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall p building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing lyl 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 ANSVTPII Quality Criteria, OSS -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, V.4 22314. Corona, CA 92880 el Job Truss Truss Type Qty Ply Turner Residence 60673TURNER M2 Jack -Open 4 1 K2613834 Vert(LL) -0.04 11-14 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 Job Reference (optional FA Dix, CA B.UJU S Sep 29 2016 MiTek Industries, Inc. Fri Nov 25 13:01:55 2016 Page 1 I0:5XJ4h2GUgBrEbFNeon8RcxyNvH8-vIG7t5erpb6nBl W b311 gS7yY70ERuNNedTr8dRyFdxo -2-0-0 i 6-0-0 19-8-4 2-0-0 6-0-0 13-8-4 10 2.5x5 = Scale = 1:57.8 ' 6-0-0 6.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deo L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.04 11-14 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.15 11-14 >477 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 9 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MP Weight: 42 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. 18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-1-8 except (jt=length) 3=03-0, 2=0-5-8, 11=Mechanical. (lb) - Max Horz 2=243(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 3, 11, 4, 5, 6, 7, 8, 9 Max Grav All reactions 250 Ib or less at joint(s) 3, 11, 4, 5, 6, 7, 8, 9 except 2=393(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6, 7, 8, 9. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) S, 11, 4, 5, 6, 7, 8, 9. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6, 7, 8, 9. Q,�,pF ESSIOAI ZHg0 Fcm C 70068 EXP. 9-30-2018 tS November 29,2016 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 1010212015 BEFORE USE. Designvalid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not WS, a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall MiTek' building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V1ITek' 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 ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, V4 22314. Corona, CA 92880 C1 Job Truss Truss Type Qly Ply Turner Residence TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.04 6.9 >999 240 K2613835 60673TURNER M3 Jack -Open g 1 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a We Job Reference (o tip onal)' gl rA, Oiac, GN 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Nov 25 13:01:55 2016 Page 1 ID:5XJ4h2GUgBrEbFNeon8RcxyNvH8-vIG715erpb6nBIWb311gS7yYSOESuNNedTr8dRyFdxQ -2-0-0 I— 6-0-0 -----1- 10-3-0 —I 2-0-0 6-0.0 4-3-0 `Scale = 1:32.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.04 6.9 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.15 6-9 >482 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a We BCDL 10.0 Code IBC2012/TP12007 Matrix -MP Weight: 27 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btf G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-1-8 except Qt=length) 5=0-3-0, 2=0-3-8, 6=Mechanical. (Ib) - Max Horz 2=136(LC 8) Max Uplift All uplift 100 Ib or less at joints) 5, 2, 6, 3, 4 Max Grav All reactions 250 Ib or less at joint(s) 5, 6, 3, 4 except 2=392(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2, 6, 3, 4. . 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 3, 4. Q�,,pVESS/0& ZH40 Fc2 C 70068 *\ EXR 9-30-2018 J* November 29,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/20/5 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• amiss 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 menbers only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVrPl1 Duality Criteria, OSS -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 r• • Job Truss Truss Type City - Ply Turner Residence 60673TURNER A16 Common 1 1 I ' DESIGN ASSISTANCEPARAOISF CA t CSI. DEFL. in _ ___ Job Referenceolional). ID:5XJ4h2GUgBrEbFNeon8RcxyNvH8-xpMwirGM2z2S71 CmD5YEhTjLGrsGOzC51 DXN05yEL17 I -2-0-0 7.4-13 14-2-15 21.1-0 27-3-2 33-3-0 - 2-0-0 7.4-13 6-10.1 6-10-1 6-2.2 5.11.14 4x4 11 5 II 1.5x4 G' 3x4 = 3x8 = 5x8 = 3x6 3x8 = = Scale = 1:68.4 5-1-12 t --07 { 17.2-7 1 24. 32-1-12 J3 -3. I5-1-12 7-5-11 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=33p; eave=4ft; Cat. It: 7.5-1 7.5.11 1-4.n' Plate Offsets (X Y)-- 13:0-4-0,0-3-01J9:0-4-0.0-3-41,_ 10[ 0-4-0 0-3-01 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.13 8-9 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.37 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.09 8 n/a n/a November 29,2016 BCDL 10.0 Code IBC20121TP12007 Matrix -MS �- Mat a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall Weight: 193 Ib FT = 20% LUMBER- BRACING - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the TOP CHORD 2x4 DF No.1 &Bit G TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G Corona, CA 92880 end verticals. WEBS 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 1 Row at midpt 5-9,6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer _Installation guide REACTIONS. (Ib/size) 2=1493/0-3-8,8=1345/Mechanical Max Horz 2=203(LC 7) Max Uplift2=-220(LC 8), 8=-180(LC 8) Max Grav 2=1493(LC 1), 8=1409(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2439/331, 3-4=-2175/351, 4-5=-1587/308, 5-6=-1236/262 BOT CHORD 2-12=-258/2097,11-12=-254/2062,11-16=-150/1582, 16-17=-150/1582, 10-17=-150/1582, 10-18=-74/1027, 18-19=-74/1027, 9-19=-74/1027, 9-20=-64/931, 20-21=-64/931, 8-21=-64/931 WEBS 3-11=-009/88, 4-11=-106/567, 4-10=-711/146, 5-10=-161/917, 6-9=-24/391, 6-8=-1463/147 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=33p; eave=4ft; Cat. It: Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide willESS fit between the bottom Al chord and any other members, with BCDL = 10.Opsf. zFI 5) A plate rating reduction of 20% has been applied for the green lumber members. ri.Oe\kOM C 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical truss to bearing i 2� connection (by others) of plate capable of wi hslanding 220 to uplift at joint 2 and 180 Ib uplift at U joint 6. C 70068 EXP. 9-30-2018 OF CA1-1 November 29,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 -7473 r., 10/03/2015 BEFORE USE. ■ Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �- Mat 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 or Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the lubrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 CIIIIIpu?►pus. (nc_ Custom SotlKzre'cngirwerin 9 Manutaciuring :'LE fqO:�LatorlBrz DATE: f 07,23/08 SEQ:127"7671 J1CC 2006 /C2.0 2007 , Restrairrt required <f earh erxl of 1, Compression web bracing shown onCompuTrus designs is to resist buckling of these aPerrate method to brad the 2x4 bracing shown" a single member iruss•is to attach "T web bating. Tbrzcing is a 2x memberptaced flat on the web as shown in the noures. 1-2x4 Brace Re wired See aPPmpriate Co. 2 or 3-2X4 Braces mpu7nrs Engineering ShoK'n See apProPriate Comp.T, Engineering 2x4 TBra ce -L� 2x5 T Bras 2x4 T Bra ce t--- Web , -- Web �= Web me Tbrace must be at feast 80 of the web' �ngth and is attac Typical at mases hed With t Dd nails at 6-0, througho ut. 24'o.c: o nly. . If a 2x4 or 2x5 web req uires a single brace a 2 ora brace a single 2x5 Tbrace gra 2x4 Thrace ZX4 T brace ma Y be substituted. If a 2x4 or substituted. The Ttom or s) must be race equal 2�' web 2 Of q or better top and bottom of the web n ybtees Mal than the web. Teases at 246.c. typical with ss. Eng. brace must be BD°/, of th` le ngtfr of the �wb, 2x4 7 Brae vrfit Wd nails a16-o.r- I - 0 c N 3, 4, (G TI - K STANDARD . G�SLE END. -TAIL L vARles 12 MATCH COM. TRUSS . II Iii LEDGER I� II MINIMUM GRADE u CORDS. AND STUDS PER . TRUSS DESIGN. 0' IU Q . COWINOJS BBARINB A8 REGUIREO SPAN TO -MATCH COMMON TRU55 4-IOd NAILS. MIN. . 2-IOd TYP. PLYWOOD SHEATHING TO 2X4 STD: DP -L BLOCK 2' MAX SAVE- W/ N0.2 OR BTR 4x2' OUTLOOKER5 @ 52" O.G., DO' NOT OVER GUT TOP CORD © OUTLOOKER NOTCHES. 51 MP50N A54 OR EQUIVALENT 5TRONOBAGK LEDGER 6ABLE END 51 MP50N A54 OR . EOUI VALENT 2x GONTINOU5 BACKING W/ Ibd'5 0 24" O.G. MIN. GABLE TRUSS TO - BAGKIN6 6 BA0KIN6 TO TOP PLATE. 2TE5: `— 2X4 BLOCK 2X4 STUD OR E3TR SPACED O SHALL E3E PROVIDED AT EACH END OF 'BRAGE-. CONNECT AT END W/ 4-IOd NAILS, MAX LENGTH 17 STANDARD TRUSSES SPACED a 24" O.G. J4ESSI � •i untiucs4� y ;il EXP. 06/30/14 �C 151 civic OF .DETAIL A ' ' 2X4 NO.2 OR BTR FOR LEDGER AND 5TRONOBACK NAILED TOOETHER W/ IOd NAILS n 6" O.G. �. 2X4 LEDGER NAILED TO EACH STUD' WITH 5-I06 NAILS. .2X4 STRONOBACK TO BE CONNECTED, TO EACH VERT. STUD W/ 2-I0d TOE NAILS. . THE IOd NAILS SPECIFIED FOR LEDGER AND 5TRON(56ACK ARE IOd BOX NAILS .151 "D I AX5.0 "L6) 15 DETAIL 15 APPLICABLE TO 5TRUCTURAL 6ABLE.END, IF THE FOLLOWING CONDITIONS ARE :T: THE HORIZONTAL TIE MEMBER AT THE VERT OPENING 5HALL BE BRACED © 4'-O" MAX FOR 85 'H EXP. G WIND LOADING. MAX MEAN ROOF HEIGHT 15 45'. MAX ROOF LIVE LOAD TO BE 40 POUND5 PER 5QUARE FOOT, PLEA5E CONTACT TRU55 ENGINEER IF THERE ARE "ANY QUP5TION5, DESIGN NOT VALID IF LOCATED ON AN•ISOLATED •HILL, RIDGE OR ESCARPMENT. Job Number: 16-042 PERMIT # - Date: BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR 11/10/2016 I CODE COMPLIANCE DATE l� �Yl BY 44 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC—www.energysoft.com. . Ener Pro 6. Fy Ener Sof User Number: 4997 ID: 16-042 BUILDING ENERGY ANALYSIS REPORT PROJECT: Jamie Turner Residence - Walnut Grove Drive Durham, CA, CA 95938 Y Project Designer: sum Gary Hawkins Architect DEC 06 2016. 3045 Ceres Avenue, Suite 135 Chico, California 95973 °tea s� (530) 892-2700 Report Prepared by: Donna Wallace Donna Wallace 399 E. 9th Avenue Chico, CA 95926 530-893-4982 .r Job Number: 16-042 PERMIT # - Date: BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR 11/10/2016 I CODE COMPLIANCE DATE l� �Yl BY 44 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC—www.energysoft.com. . Ener Pro 6. Fy Ener Sof User Number: 4997 ID: 16-042 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD , Project Name: Jamie Turner Residence Calculation Date/Time: 11:29, Thu, Nov 10, 2016 Calculation Description: Title 24 Analysis Input File Name: Hawkins76.ribdx CF1 R -PRF -01 Page 1 of 10 GENERAL INFORMATION 01 Building Complies with Computer Performance 01 Project Name Jamie Turner Residence 03 This building Incorporates one orTore Spei al Fe`atui �sshhow�Helow 02 Calculation Description Title 24 Analysis 08 Energy Use (kTDV/ft2-yr) 03 Project Location Walnut Grove Drive Compliance Margin Percent Improvement 04 City Durham, CA 05 Standards Version Compliance 2015 06 Zip Code 95938 07 Compliance Manager Version BEMCmpMgr 2013-4b (433) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.8 10 Building Type Single Family 11 Front Orientation (dog/Cardinal) 345 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 2539 15 Number of Zones 1 16 Slab Area (ft2) 2539 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No 20 Addition Slab Area (111:2) N/A 21 Glazing Percentage (%) 15.1% COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building Incorporates featur'Ithat require fietd'testl g and/or v, flcatlon by a�certi di HERS rater under the supervision of a CEC-approved HERS provider. 03 This building Incorporates one orTore Spei al Fe`atui �sshhow�Helow Ilk C.Or Registration Number: 216-N0419565A-000000000-0000 Registration Date/Time: 2016-11-1012:00:01 HERS Provider: Ca10ERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-11-1011:29:50 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 63.07 66.59 -3.52 -5.6% Space Cooling 40.76 43.26 -2.50 -6.1% IAQ Ventilation 1.15 1.15 .00 0.0% Water Heating 29.80 21.79 8.01 26.9% Photovoltaic Offset — .00 .00 — Compliance Energy Total 134.78 132.79 1.99 1.5°/, Registration Number: 216-N0419565A-000000000-0000 Registration Date/Time: 2016-11-1012:00:01 HERS Provider: Ca10ERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-11-1011:29:50 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R -PRF -01 Project Name: Jamie Turner Residence Calculation Date/Time: 11:29, Thu, Nov 10, 2016 Page 2 of 10 Calculation Description: Title 24 Analysis Input File Name: Hawkins76.ribdx REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Window overhangs and/or fins HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: • —None — ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use components, included in the performance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated`by'Title 24 Part 6 (such as domesticappliances and consumer electronics) and accounting for the annual TDV energy offset by an or> -site renewable energy system. 1{ Reference ,.Energy lJs4%.o ti a Energji Design `Rating ? �9 Margin Percent Improvement Total Energy (kTDV/f2-Yr)" 191 21 ,' 185:96 , ; `4 5.25 2.7% w ! ;_-. " includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Jamie Turner Residence 2539 1 4 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 House Conditioned System -11 2539 9.2 DHW Sys 1 Registration Number: 216-No419565A-ooa000000-000o Registration Date/Time: 201r>-11-10 12:00:01 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-11-1011:29:50 CERTIFICATE OF COMPLIANCE- RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Jamie Turner Residence Calculation Date/Time: 11:29, Thu, Nov 10, 2016 Calculation Description: Title 24 Analysis Input File Name: Hawkins76.ribdx CF1 R -PRF -01 Page 3 of 10 OPAQUE SURFACES LOU — 1041 09 - t t 06 07 08 Name Construction t Type tRoof�R�se 1t RooftReflecuanp. .Roof Emittance Radiant Bawler Cool Roof Attic Garage_ Attic Garage Roof Cons Ventilated" ` " " i1 6 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tllt (deg) Front/N House R-19 Wa111 345 Front 446 127.5 90 Left/E House R-19 Wall1 75 Left 503 35.01 90 Bacic/S House R-19 Walll 165 Back 675 177 90 Right/W House R-19 Wall1 255 Right 596 77.02 90 Interior Surface House»Attic House R-19 Wall 138 Roof House R-38 Roof Attic RB 2539 GWaIUFront Garage_ R-0 Wall 345 Front 234 90 GWaIULeft _ Garage_ R-0 Wall 75 Left 284 144 90 GWaIURight Garage_ R-0 Wall 255 Right 192 90 Interior Surface 2 Garage --House R-19 Wall 322 37 GRoof Garage_ R-0 Roof Attic RB 734 ATTIC 01 02L LOU — 1041 09 - t t 06 07 08 Name Construction t Type tRoof�R�se 1t RooftReflecuanp. .Roof Emittance Radiant Bawler Cool Roof Attic Garage_ Attic Garage Roof Cons Ventilated" ` " " i1 6 g 0°1 "' ' 0.85 Yes No Attic House Attic RoofHouse Ventilated 6 0.1 0.85 Yes No r Registration Number: 216-No4i9565A-000000000-0000 Registration Date/Time: 2016-11-1012:00:01 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-11-1011:29:50 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Jamie Turner Residence Calculation Date/Time: 11:29, Thu, Nov 10, 2016 Calculation Description: Title 24 Analysis Input File Name: Hawkins76.ribdx CF1 R -PRF -01 Page 4of10 WINDOWS 01 02 03 04 Name Side of Building Area (ft2) U -factor 01 02 32.0 03 04 05 144.0 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Muftipll or Area (ft2) U -factor SHGC Exterior Shading 3050 Window Front/N (Front -345). 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) 30502 Window Front/N (Front -345) 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) 4060 Window Front/N (Front -345) 4.0 6.0 1 24.0 0.32 0.25 Insect Screen (default) 40602 Window Front/N (Front -345) 4.0 6.0 1 24.0 0.32 0.25 Insect Screen (default) 5036 Window Front/N (Front -345) 5.0 3.5 1 17.5 0.32 0.25 Insect Screen (default) 3030 Window Left/E (Left -75) 3.0 3.0 1 9.0 0.32 0.25 Insect Screen (default) 2030 Wndow Left/E (Left -75) 2.0 3.0 1 6.0 0.32 0.25 Insect Screen (default) 3068 FD Window Left/E (Left -75) 3.0 6.7 1 20.0 0.53 0.65 Insect Screen (default) 3020 Window BacdS (Back -165) 3.0 2.0 1 6.0 0.32 0.25 Insect Screen (default) 30503 Window Back/S (Back -165) 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) 30504 Window Back/S (Back -165) 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) 40603 Window BacJ5$,(Back-165),s4 Ute. 6.0 1 24.0 0.32 0.25 Insect Screen (default) 40604 Window Back/S (Back -165)1, �1 4r0 K 6.0 1 °24.0 0.32 0.25 Insect Screen (default) 3660 Window3 i Ba`c! /S (Back 1¢5) 5 :0 10, t 21 U 0.32 0.25 Insect Screen (default) 36602 Window Back/S (Back=165) 3s5 i y6'0 ;�y21.0 0.32 0.25 Insect Screen (default) 36603 Window Back/S (Back -165) 3.5T 6.0 1 21.0 0.32 0.25 Insect Screen (default) 30505 Window BaWS (Back -165) 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) 30506 Window Back/S (Back -165) 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) 3068 FD 2 Window Right/W (Right -255) 3.0 6.7 1 20.0 0.53 0.65 Insect Screen (default) 3068 FD 3 Window Ri9ht1W (Right -255) 3.0 6.7 1 20.0 0.53 0.65 Insect Screen (default) 30507 Window Right/W (Right -255) 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) 3050 8 Window Right/W (Right -255) 3.0 5.0 .1 15.0 0.32 0.25 Insect Screen (default) 2036 Window Right/W (Right -255) 2.0 3.5 1 7.0 0.32 0.25 Insect Screen (default) DOORS 01 02 03 04 Name Side of Building Area (ft2) U -factor Door Front/N 32.0 0.50 GarageCarpoor GWall/Left 144.0 1.00 Registration Number: 216-N0419565A-000000000.0000 Registration Date/Time: 2016-11-10 12:00:01 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFSR-03112016-433 Report Generated at: 2016-11-1011:29:50 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Jamie Turner Residence Calculation Date/Time: 11:29, Thu, Nov 10, 2016 Calculation Description: Title 24 Analysis Input File Name: Hawkins76.ribdx CF1 R -PRF -01 Page 5of10 OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up 3050 2 0.5 2 2 0 0 0 0 0 0 0 0 0 30502 2 0.5 2 2 0 0 0 0 0 0 0 0 0 4060 10 0.5 10 10 0 0 0 0 0 0 0 0 0 40602 10 0.5 8.7 10 0 0 0 0 0 0 0 0 0 5036 2 0.5 2 2 0 0 0 0 0 0 0 0 0 3030 2 0.5 2 2 0 0 0 0 0 0 0 0 0 2030 2 0.5 2 2 0 0 0 0 0 0 0 0 0 3068 FD 17.5. 1.3 11.4 17.5 0 0 0 0 0 0 0 0 0 3020 2. 0.5 2 2 0 0 0 0 0 0 0 0 0 30503 - 2 0.5 2 2 0 0 0 0 0 0 0 0 0 30504 2 0.5 2 ?rte!om0 WI -r-0 On 0 0 0 0 0 0 40603 11.5 0.5 11.5 1`7f 5 &M 0� 0 0 0 0 0 0 0 0 40604 11.5 ,', X 0.5 �S � l 5 if. 11 5 01; , 0 r 0 0 0 0 0 0 0 3660 16 `0{516-16- ,?0 t I �R OrN a 0 0 0 0 0 0 36602 16 0:5 `16 '16-- r 0 '0 6" "" 0 "' 0 0 0 0 0 36603 16 0.5 16 16 0 0 0 0 0 0 0 0 0 30505 2 0.5 2 2 0 0 0 0 0 0 0 0 0 30506 2 0.5 2 2 0 0 0 0 0 0 0 0 0 3068 FD 2 14.5 1.3 14.5 7.5 0 0 0 0 0 0 0 0 0 3068 FD 3 14.5 1.3 14.5 7.5 0 0 0 0 0 0 0 0 0 30507 2 0.5 2 2 0 0 0 0 0 0 0 0 0 30508 2 0.5 2 2 0 0 0 0 0 0 0 0 0 2036 2 0.5 2 2 0 0 0 0 0 0 0 0 0 Registration Number: 216-No419565A-000000000-0000 Registration Date/Time: 2016-11-1012:00:01 HERS Provider: CaICERTs inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - Cf1R-03112016-433 Report Generated at: 2016-11-1011:29:50 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Jamie Turner Residence Calculation Date/Time: 11:29, Thu, Nov 10, 2016 Calculation Description: Title 24 Analysis Input File Name: Hawkins76.ribdx CF1 R -PRF -01 Page 6 of 10 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 02 03 04 05 Total Cavity Winter Design Name Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers House 2539 282 None 0.8 No • Inside Finish: Gypsum Board Garage_ 734 79 None 0 No • Cavity/Frame: no insul. /2x4 R-0 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 • Exterior Finish: 3 Coat Stucco Ceilings (below • Inside Finish: Gypsum Board R-0 Roof Attic RB attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.481 • Cavity/Frame: no insul. /2x4 • Inside Finish: Gypsum Board • Cavity/Frame: R -19/2x6 R-19 Wall Interior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.067 • Other Side Finish: Gypsum Board • Cavity/Frame: no insul. /2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 • Roof Deck. Wood Siding/sheathing/decking Attic Garage Roof Cons Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 • Roofing. Light Roof (Asphalt Shingle) • Cavity / Frame: no insul. /2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 • Roof Deck: Wood Siding/sheathing/decking Attic RoofHouse Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 • Roofing: Light Roof (Asphalt Shingle) ro • Inside Finish: Gypsum Board R-19 Wall1 Exterior Walls YWood Framed Wall.. 2x6 @ 16 Ing �iqa`cT R 19 0 072 Exteriorin Finish: 3 Coat Stucco tr1w. � o Inside Finish: Gypsum Board R-38 Roof Attic RB Ceilin gs (below attic) Wood; Frameheiling;- 2x4 @ 24 -in. Q:C. � 38 8025 Cavity/Frame: R-9.1 /2x4 Over Ceiling Joists: R-28.9 insul. SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (111:2) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab -on -Grade House 2539 282 None 0.8 No GSlab Garage_ 734 79 None 0 No BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required — Registration Number: 216-NO419565A-000000000-0000 Registration Date/Time: 2016-11-1012:00:01 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-11-1011:29:50 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Jamie Turner Residence Calculation Date/Time: 11:29, Thu, Nov 10, 2016 Calculation Description: Title 24 Analysis Input File Name: Hawkins76.ribdx CFI R -PRF -01 Page 7of10 WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/2 DHW Standard DHW Heater 1 2 .0% WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Propane Small Instantaneous 0 0.8 195000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/2 Other Heating and Cooling System Cooling Component 1 HVAC Fan 1 Air Distribution System 1 SPACE CONDITIONING SYSTEMS 01 '' 02 i .• 0s3-yR C V 1 X04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name System -11 Other Heating and Cooling System Heating Component 1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 HVAC - HEATING UNIT TYPES 01 02 03 Name Type Efficiency Heating Component 1 CntdFurnace - Fuel -fired central furnace 80 AFUE Registration Number: 216-No419565A-000000000.0000 Registration Date/Time: • 2016-11-10 12:00:01 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-11-1011:29:50 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Jamie Turner Residence Calculation Date/Time: 11:29, Thu, Nov 10, 2016 Calculation Description: Title 24 Analysis Input File Name: Hawkins76.ribdx CF1 R -PRF -01 Page 8of10 HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name Verified Airflow Efficiency Verified EER Multi -speed Verified Refrigerant Charge Name System Type EER SEER Zonally Controlled Compressor HERS Verification Cooling Component 1 SplitAirCond 11.7 14 Not Zonal Single Speed Cooling Component 1 -hers -cool HVAC COOLING -HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 Not Required Not Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 DuctsAttic Sealed andFte is ed 8`400111110Attic ; None Air Distribution System 1 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 tA V 00-i t�_ ,M V 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Burled Ducts Deeply Buried Ducts Low -leakage Air Handier Air Distribution System 1 -hers -dist Required 6.0 Not Required Not Required Not Required Not Required — HVAC -FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan - HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 Registration Number: 216 N0419565A-000000000-0000 Registration Date/Time: 2016-11-1012:00:01 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-11-1011:29:50 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Jamie Turner Residence Calculation Date/Time: 11:29, Thu, Nov 10, 2016 Calculation Description: Title 24 Analysis Input File Name: Hawkins76.ribdx CF1 R -PRF -01 Page 9 of 10 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 62.89 0.25 Default 0 Required T Registration Number: 216-N0419565A-000000000-0000 Registration Date/Time: 2016-11-1012:00:01 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version- CF1R-03112016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-11-1011:29:50 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Jamie Turner Residence Calculation Description: Title 24 Analysis Calculation Date/Time: 11:29, Thu, Nov 10, 2016 Input File Name: Hawkins76.ribdx CFI R -PRF -01 Page 10 of 10 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: r1�� �/- �0nna /Vallate Donna Wallace Company: Signature Date: Donna K. Wallace 2016-11-10 11:41:37 Address: CEA/HERS Certification Identification (If applicable): 399 E. 9th Ave. n/a City/State/Zip: Phone: Chico, CA 95926 530-893-4982 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of .,. Regulations. , 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliancedocuments, worksheets, calculations, plans and specifications submitted to -the enforcement.agency.,for approval.with this; building permit application. Responsible Designer Name:; r Respon.°sible Designer Signature: Gary Hawkins # _� ..-� Company: Gary Hawkins Date Signed: 11-10 Architect 2016 2:00:0 Address: License: 3045 Ceres Avenue, Suite 135 City/State/Zip: Phone: Chico, CA 95973 1 530-892-2700 Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-N0419565A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2016-11-10 12:00:01 Report Version - CF1R-03112016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-11-1011:29:50 2013 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the COmDliance aDDroach used. ExceDtions may annly. Review the resnective Inde sectinn far mnre infnrmatinn. Building Envelope Measures: §110.6(a)l: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §110.6(a)5: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC and infiltration that meets the requirements of §10-111(a). §110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. §110.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. §110.8(i): The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of §110.8(i) when the installation of a cool roof is specified on the CF1R. §110.80): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CF1R. Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a §150.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. §150.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. §150.0(c): Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U - factor). §150.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. §150.0(g)l: In Climate Zones 14 and 16 a Class II vapor retarder shall be installed on the conditioned space side of all insulation in all exterior walls, vented attics and unvented attics with air -permeable insulation. §150.0(g)2: In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class II vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class II vapor retarder shall be placed over the earth floor of §150.0(8)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). §150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of §110.8 §150.0(q): Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U - factor of 0.58; or the weighted averse U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150.0(e)lA: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150.0(e)1B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible operable, and tight -fitting damper or a combustion -air control device. §150.0(e)1C: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. §150.0(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110.0-§110.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. §110.3(c)5: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §110.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli- §110.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. §150.0(h)l: Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in §150.0(h)2. §150.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. §150.0(1): Heating systems are equipped with thermostats that meet the setback requirements of §110.2(c). §150.00)lA: Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150.0(j)1B: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system §150.06)2A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3- A. §150.06)2B: All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve that allows for installation, removal, and replacement of the enclosed pipe and insulation. 2013 Low -Rise Residential Mandatory Measures Summary §150.06)2C: Pipe for cooling system lines shall be insulated as specified in §150.00)2A. Piping insulation for steam and hydronic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3-A. §150.06)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For §150.06)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I §150.06)3B: or Class II vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class II vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the §150.0(n)1: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. §150.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of §110.3(c)5. §150.0(n)3: Solar water -heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed §150.0(m)l: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than V4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints §150.0(m)2: and seams of duct systems and their components shall not be pealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §150.0(m)3-6: Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling. §150.0(m)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. §150.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not §150.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. §150.0(m)10: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be §150.0(m)l l: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal §150.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of §150.0(m)12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installedstatic pressure probe (PSPP) in the supply plenum. The §150.0(m)13: space conditioning system must also demonstrate airflow >_ 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy <_ 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, §150.0(m)15: an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of 2! 350 CFM per ton of nominal cooling capacity, and operating at an air -handling unit fan efficacy of <_ 0.58 W/CFM as confirmed by field verification and diagnostic testing,in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor continuous operation of §150.0(0): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. §150.0(o)lA: Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency §110.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat settin • a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating. 2013 Low -Rise Residential Mandatory Measures Summary §110.4(b)l: Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction and return lines or built-up connections for future solar heating. §110.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. §110.4(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro - ammed to nm only during off-peak electric demand periods. §110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. §150.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: §110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of §110.9. §150.0(k)lA: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with §150.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-B as applicable. §150.0(k)1B: When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the applicable provisions of §150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with §150.0(k)1C: §130.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting er electrical box. §150.0(k)1D: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no §150.0(k)lE: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with §130.0(c). Night lights do not need to be controlled by vacancy sensors. §150.0(k)1F: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of §150.0(k). §150.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. §150.0(k)2B: Exhaust fans shall be switched separately from lighting systems. §150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. §150.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. §150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with §150.0(k). §150.0(k)2F: Lighting controls comply with applicable requirements of §110.9. An Energy Management Control System (EMCS) may be used to comply with dimmer requirements if: it functions as a dimmer §150.0(k)2G: according to §110.9; meets Installation Certificate requirements of §130.4; the EMCS requirements of §130.5; and all other requirements in §150.0(k)2. An Energy Management Control System (FMCS) may be used to comply with vacancy sensor requirements of §150.0(k) if: it §150.0(k)2H: functions as a vacancy sensor according to §110.9; meets Installation Certificate requirements of §130.4; the EMCS requirements of §130.5• and all other requirements in §150.0(k)2. §150.0(k)2I: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of a dimmer according to §110.9 and complies with all other applicable requirements in §150.0(k)2. §150.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only §150.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. §150.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. §150.0(k)5: A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. §150.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. §150.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy,or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing §150.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with §150.0(k), the ballasts shall be certified to the Energy Commission to comply with the applicable requirements in §110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements: i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and §150.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours; and iii. Controlled by one of the following methods: 2013 Low -Rise Residential Mandatory Measures Summary a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically tum the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with §110.9; meets the Installation Certification requirements in §130.4; meets the requirements for an EMCS in §130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically tum the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the §150.0(k)9B: following requirements: i. Shall comply with §150.0(k)9A; or ii. Shall comply with the applicable requirements in §110.9 §130.0, §130.2, §130.4, §140.7 and §141.0. §150.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § 150.0(k)9B or 150.0(k)9D shall comply with the applicable requirements in §110.9 §130.0 §130.2 §130.4 §140.7 and §141.0. §150.0(k)9D: Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the applicable requirements in §110.9 §130.0 §130.2 §130.4 §140.7 and §141.0. §150.0(k)10: Internally illuminated address signs shall comply with §140.8; or shall consume no more than 5 watts of power as determined according to §130.0(c). §150.0(k)11: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for nonresidential garages in 110.9 §130.0 130.1 §130.4 140.6 and 141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of §150.0(k)12A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building shall: §150.0(k)12B: i. Comply with the applicable requirements in §110.9, §130.0, §130.1, §140.6 and §141.0; and ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a §110.10(a)1: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of §110.10 through §110.10(e). §110.10(a)2: Low-rise multi -family buildings shall comply with the requirements of §110.10 through §110.10(d). The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for §110.10(b)1: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone shall be located on the roof or overhang of the building or on the roof or overhang of another structure located within 250 feet of the building or on covered parking installed with the building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylialit area. §110.10(b)2: All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. §110.10(b)3A: No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice §110.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone measured in the vertical plane. §110.10(b)4: For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit §110.10(c): from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating system. §110.10(d): A copy of the construction documents or a comparable document indicating the information from §110.10(b) through §110.10(c) shall be provided to the occupant. §110.10(e)1: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a §110.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and permanently marked as "For Future Solar Electric'. HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Jamie Turner Residence Date 11/10/2016 System Name System -1 Floor Area 2,539 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL CFM 1,160 0 1 COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 80,000 22,868 1,165 395 30,613 Total Output Btuh 80,000 0 Output Btuh/ tt 31.5 1,134 1,540 Cooling System 0 0 Output per System 60,000 0 0 0 0 Total Output Btuh 60,000 2,302 1,134 27,438 1,165 -2,302 Total Output ons 5.0 1,540 Total Output Btuh/s tt 23.6 Total Output s tVron 507.8 31,392 Air System CFM per System 2,000 HVAC EQUIPMENT SELECTION Alrflow cfm 2,000 System -1 43,216 9,882 80,000 80,000 Jan 1 AM Airflow cfm/s tt 0.79 Alrfiow cfm/Ton 400.0 Outside Alr % 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 43,216 9,882 Aug 3 PM Outside Alr cfm/s tt 0.00 Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 22 OF 67 OF Outside Air ©� 0 cfm Supply Fan 2,000 cfm 67 OF 67 OF 140 OF Heating Coil 140 OF ROOM 68 OF COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 102/71°F 76/62°F 76/62°F 55/54°F Outside Air 0 cfm Supply Fan Cooling Coil 2,000 cfm 76 / 62 OF 57 / 54 OF 46.3% Ro§M�n 75 / 61 OF I EnergyPro 6. by EnergySoft User Number: 4997 10:16-042 Page 16 o/ 16 GARY HAWKI NS A R C" 1 _1F F= C T (530) 892-2700 3045 Ceres Avenue, Suite 135 Fax (530) 893-0532 Chico, CA 95973 info@ghachico.com November 30, 2016 City of Oroville Building Division 1735 Montgomery Street BUTTE COUNTY I Y' Oroville, CA 95965 BUILDING DIVISION BUTTE APPROVE® COUNTY RE: Turner Residence Lot 1,18 Walnut Grove Drive DEC 0 9 2016 Durham, CA 95938 DEVELOPMENT SERVICES AP#:040-280-115-000 GHA Job#: 16-042 I have reviewed the truss engineering from Design Assistance for the above-mentioned project I have found that the submitted information correctly depicts the loading and design requirements. While these documents have been reviewed to verify compliance with structural criteria, it shall be noted that the verification of exact truss dimensions is beyond the scope of our review and shall be the responsibility of others. If you have any questions, please feel free to contact my office. Si cerely, Gary Ha kins Architect fi c ef- C,=" -,y