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HomeMy WebLinkAboutB17-0419 042-590-0561 f • t � CHO'. ling, inc. January 4, 2017 ilding Department 411 Main Street Chico CA 95928 Re: Copeland Shop , Chico, CA 95973 Attn: Building Official . I have reviewed the attached truss designs provided by Systems Plus. My review indicated that the truss T calculations for the roof and floor are in general conformance with the engineering requirements as specified on plans. Truss configuration, geometry and other architectural features are responsibilities of truss designer/ or project architect/designer. If there are any questions or concerns, please feel'free to contact me at the number below. K. Thank you, O ESS10 - _caQ �1 • J -BUTTE COUNTY BUILDING DIVISION A -.1 ; Df'.'I' \R \\''i 1-71.,1 CTRIC 3/i -,i?01" I":I t Jarrod Holliday, P.E. Civil, Structural, Septic Design 5550 Skyway Suite C Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com NCHO ineering, Inc. STRUCTURAL CALCULATIONS Rancho Job #16-258 for Copeland Shop Chico, CA 95973 Calculation Index: Page # • Project Layout 1 • Gravity Analysis G1 • Lateral Analysis 1-1-1-8 ' • Beam Analysis 61-62 ' • Footing Analysis F1 -F4 Revision, Summary: Rev. 0 01/04/16 Initial Issue This calculation package is valid for the project location as listed above only and may not be used or modified for another site without the authorization of Rancho Engineering Inc. Rancho Engineering Inc. disclaims responsibility for any structural design not specifically addressed in this calculation package. Calculations and plans are not valid until reviewed and approved by appropriate governmental agencies. I; . RIC Jarrod Holliday, P.E. ___ _ 5550 Skyway Suite C Civil, Structural, Septic Des PERMIT # Paradise CA 95969 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR (530) 877-3700 Phone/Fax CODE C®MPLIANOVh®engineering@hotmail.com DATE 7 BY�7� _ 1�' t!S7 py 111 0 m Ar - 40 --0" PBRF SCALE = N.T.S. JOB # 16-25ai 5550 Skyway, Ste_ C COFELAND SHOP CIAO Paradise, CA CHICO, CA FhOne/FCX: FROJEGT LAYOUT F,nrin , Inc. (530) 871-700 IN Copeland.Shop - 16-258 Gravity Loads: Roof Dead Load 1/2" Plywood 2.5 psf - Clay Tile Roof 10.0 psf Slope= 4 /12 Framing 5.0 psf Sheetrock 1.7 psf Misc. 1.7 psf Total Sloped= 20.87 psf Total Horiz.= 22.00 psf Roof Live Load lConstruction 20 psf Snow 0 psf Exterior Wall Dead Load 3/8" Ply. 1.8 psf Stucco 10.0 psf Framing 5.0 psf Sheetrock 1.7 psf Misc. 1.5 psf Total 20.0 psf G1 1/16/2017 Copeland Shop - 16-258 All Heights Method Wind Loading LI CBC -13 per 1609.6 Enclosed V= 110 Kd= 0.85 Loading- Front h= 11.75 Windward wall Pressure+ Y V^2= 12100 G= 0.85 Wall Lines 1-2 z= 9 Pressure Y- qs= 30.98 1= 1 Exposure: B Peak Ht= 14.5 Leeward wall Pressure+ Y kZ 0.57 Kzt= 1 Pmax= 9.08 psf kh= 0.57 qh= 15.13 vvina uirc. Net Force Normal Windward + Leeward= 7685.35 lbs 7685.3 lbs Sidewall Net= 0.00 lbs 192.1 lbs per ft width of wall Inverse Windward + Leeward= 7685.35 lbs 115.3 lbs ASD Load Sidewall Net= 0 lbs CIAO ngineering Enclosed Cnet: Table 1609.6.2(2) P: (Eqn 16-34) Windward wall Pressure+ Y 0.43 7.66 Pmax= 13.00 psf Pressure Y- 0.73 13.00 - Y -0.73 -13.00 Leeward wall Pressure+ Y -0.51 -9.08 Pmax= 9.08 psf Pressure Y -0.21 -3.74 Winward Pressure Y Pressure' Y -0.66 -11.75 Pmax= 11.75 psf Pressure" Side wall Pressure Y -0.35 -6.23 Length= 30 ft Width= 40 ft pressure Y 0.25 4.45 Height= 9 ft Wind Load Areas SQFT Pressure' Y -0.66 Windward= 180 Pmax= -6.23 Pwall = 2339.25 lbs Y Normal Leeward= 180 Pmin= -11.75 Pwall = 1634.27 lbs ridge Pressure' Wind Sidewall Left= 135 -19.40 Pwall = 1586.20 lbs Pressure Sidewall Right= 135 -0.79 Pwall = 1586.20 lbs psf Windward= 180 Pwall = 2339.25 lbs Inverse Leeward= • 180 Pwall = 1634.27 lbs 1949.38 lbs Wind Sidewall Left= 135 Leeward= 150 Pwall = 1586.20 lbs Proof= 1762.45 lbs Sidewall Right= 135 Wind Pwall = 1586.20 lbs vvina uirc. Net Force Normal Windward + Leeward= 7685.35 lbs 7685.3 lbs Sidewall Net= 0.00 lbs 192.1 lbs per ft width of wall Inverse Windward + Leeward= 7685.35 lbs 115.3 lbs ASD Load Sidewall Net= 0 lbs CIAO ngineering Roof Loads Slope 4/12 jEnclosed Cfet (Table 1609.6.2(2) P (Eqn 16-34) Pressure* Y -0.73 -13.00 Pmax= 4.45 psf Condition 1 Winward Pressure Y -0.42 -7.48 Pmin= -13.00 psf Roof Pressure" Y -0.05 -0.89 Condition 2 pressure Y 0.25 4.45 Pressure' Y -0.66 -11.75 Pmax= -6.23 psf Leeward Roof Pressure Y -0.35 -6.23 Pmin= -11.75 psf II to ridge Pressure' Y -1.09 -19.40 Pmax= -14.06 psf Pressure Y -0.79 -14.06 Pmin= -19.40 psf Areas SQFT Windward= 150 Proof= 1949.38 lbs Normal Leeward= 150 Proof= 1762.45 lbs Wind Parallel to ridge Left= 102 Proof= 1979.28 lbs Parallel to ridge Right= 102 Proof= 1979.28 lbs Windward= 150 Proof= 1949.38 lbs Inverse Leeward= 150 Proof= 1762.45 lbs Wind Parallel to ridge Left= 102 Proof= 1979.28 lbs Parallel to ridge Right= 102 Proof= 1979.28 lbs vvina uirc. Net Force Normal Windward + Leeward= 7685.35 lbs 7685.3 lbs Sidewall Net= 0.00 lbs 192.1 lbs per ft width of wall Inverse Windward + Leeward= 7685.35 lbs 115.3 lbs ASD Load Sidewall Net= 0 lbs CIAO ngineering 1/16/2017 Copeland Shop - 16-258 All Heights Method Wind Loading L2 CBC -13 per 1609.6 Enclosed V= 110 Kd= 0.85 Loading- Side h= 11.75 Windward wall Pressure' Y V^2= 12100 G= 0.87 Walt Lines A -B z= 9 Pressure Y . qs 30.98 1= 1 Exposure: B Peak Ht= 14.5 Leeward wall Pressure+ Y kZ 0.57 Kzt= 1 Pmax= 9.08 psf kh= 0.57 ah= 15.13 Wind Dirc. Net Force Normal Windward + Leeward= 5504.18 lbs 5504.2 lbs Sidewall Net= 0.00 lbs 183.5 lbs per ft width of wall Inverse Windward + Leeward= 5504.18 lbs 110.1 lbs ASD Load Sidewall Net= 0 -lbs Wn CH gineering Enclosed Cnet: Table 1609.6.2(2) - P: (Eqn 16-34) Windward wall Pressure' Y 0.43 7.66 Pmax= 13.00 psf Pressure Y . 0.73 13.00 Y -0.73 -13.00 Leeward wall Pressure+ Y -0.51 -9.08 Pmax= 9.08 psf Pressure Y -0.21 -3.74 Winward Pressure Y Pressure+ Y -0.66 -11.75 Pmax= 11.75 • psf Pressure" Side wall -0.05 -0.89 Pressure Y -0.35 -6.23 Length= 40 ft Y 0.25 4.45 Width= 30 ft Y -0.66 -11.75 Pmax= -6.23 Height= 9 ft Wind Load Areas SQFT -0.35 -6.23 t Pmin= -11.75 psf Windward= 135 Pressure" Pwall = 1754.44 lbs -19.40 Normal Leeward= 135 II to Pwall = 1225.70 lbs -0.79 Wind Sidewall Left= 180. psf Pwall = 2114.94 lbs Sidewall Right= 180 Pwall = 2114.94 lbs Windward= 135 1325:58 lbs Pwall = 1754.44 lbs Leeward= 102 Inverse Leeward= 135 Proof= Pwall = 1225.70 lbs Wind Wind Sidewall Left= 180 Pwall = 2114.94 lbs Sidewall Riqht= 180 Pwall = 2114.94 lbs 2910.71 lbs Wind Dirc. Net Force Normal Windward + Leeward= 5504.18 lbs 5504.2 lbs Sidewall Net= 0.00 lbs 183.5 lbs per ft width of wall Inverse Windward + Leeward= 5504.18 lbs 110.1 lbs ASD Load Sidewall Net= 0 -lbs Wn CH gineering r�uvi waua Slope 4/12 Enclosed Cne, (Table1609.6.2(2) P (Eqn 16-34) Pressure' Y -0.73 -13.00 Pmax= 4.45 psf - Condition 1 Winward Pressure Y -0.42 -7.48 Pmin= -13.00 psf Roof Pressure" Y -0.05 -0.89 Condition 2 Pressure Y 0.25 4.45 Pressure' Y -0.66 -11.75 Pmax= -6.23 psf Leeward Roof Pressure, Y -0.35 -6.23 t Pmin= -11.75 psf Pressure" Y -.1.09 -19.40 Pmax= -14.06 psf II to ridge Pressure Y -0.79 -14.06 Pmin= -19.40 psf Areas SQFT Windward= 102 Proof= 1325:58 lbs Normal Leeward= 102 Proof= 1198.47 lbs Wind Parallel to ridge Left= 150 Proof= 2910.71 lbs Parallel to ridge Right= 150 Proof= 2910.71 lbs Windward= 102 Proof= 1325.58 lbs Inverse Leeward= 102 Proof= 1198.47 lbs Wind Parallel to ridge Left= 150 Proof= 2910.71 lbs Parallel to ridge Right= 150 Proof= 2910.71 lbs Wind Dirc. Net Force Normal Windward + Leeward= 5504.18 lbs 5504.2 lbs Sidewall Net= 0.00 lbs 183.5 lbs per ft width of wall Inverse Windward + Leeward= 5504.18 lbs 110.1 lbs ASD Load Sidewall Net= 0 -lbs Wn CH gineering 1116/2017 Copeland Shop - 16-258 L 3 ASCE 7-10 Seismic Loads - Equivalent Lateral Force Procedure Description Symbol Value Source Units Site Class - D Chapter 20 - NICER (short period) Ss 0.618 USGS website %g MCER (I sec period) S, 0.273 USGS website %g Response Modification R 6.5. Table 12.2-1 - Risk Category - 11 Table 1-1 - Importance Factor I I Table 11.5-1 - Strutural Height ' hn 14.5 - ft 5 Peroid Parameter Ct 0.02 Table 12.8-2 English Peroid Parameter x 0.75 Table 12.8-2 English ' Long Period TL 16 Figure 22-16 sec Aprx. Fundamental Period Ta 0.149 Section 12.8.2.1 sec Design Spectral Acceleration SDs 0.538 Eq. 11.4-3 %g Design Spectral Acceleration SDI 0.337 Eq. 11.4-4 %g Redundancy Factor p 1.3 Section 12.3.4. - Seismic Response Coefficient Cs 0.083 Section 12.8.1. - Diaphragm 1 Roof Tributary Area = Diaph. width 1-2: 30 V ultimate = 116 plf 900 SQFT Sloped Roof @ 22.00 psf V working stress = 83 plf 630.00 SQFT of Ext. Wall @ 20.00 psf 0.00 SQFT of Int. Wall @ 8.00 psf Diaph. width A -B 30 V ultimate = 116 plf 0.00 SQFT Floor @ 12.00 psf V working stress = 83 plf W= 32399.0 lbs . CHO - ngineering 1/16/2017 Copeland Shop - 16-258 L `t Lateral Load Summary Roof Level Wall Tributary Seismic Wind Seismic Wall Wind Wall Controaling Line Length Loading Loading Load Load Load ID. Dia (FT) (plf) (plf) (kips) (kips) Case Rnnf 1.1 20.0 83 115.3 1.66 2.31 Wind. 2.1 20.0 83 115.3 1.66 2.31 Wind Roof A.1 15.0 83 110.1 1.24 1.65 Wind B.1 15.0 1 83- 110.1 1.24 1.65 Wind jIFUANCHO ngineering 1/162017 Copeland Shop -16-258 a' , L 5 SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 and CBC -13 Wall Line Load (kips) Wall Number Wall Height (ft) Wall Width (ft) Wall Position Floor System Wall Stress (m aspect ratio OTM (ki -ft) I OTM Res (kio-ft) Res extra (PP Res extra (lbs) Uplift from above Net Uplift (kips)' Required Anchor Bolt Holdown or Strap Wall Type Wall Line ID: 1 Level: 1 Seismic 1.66 1 9 30.0 Comer STEM 55.3 1.000 14.9 81.0 0 0 0 -0.92 No AB Req'd No HD P.eq'd A Wind 2.31 1 9 30.0 Comer STEM 76.9 1.000 20.8 61.0 0 0 0 -0.93 No AB Req'd No HD Req'd A Wall Line ID: 2 Level: 1 Seismic 1.66 1 9 21.0 Comer STEM 79.0 1.0 14.9 39.7 211 0 0 -1.44 No AB Req'd No HD Req'd A Wind 2.31 1 9 21.0 Comer STEM 109.8 1.0 20.8 39.7 211 0 0 -1.48 No AB Req'd No HD Req'd A Wall Line ID: A Level: 1 Seismic 1 9 19.0 Comer STEM 65.5 1.000 11.2 32.5 0 0 0 -0.31 No AB Req'd No HO Req'd A 1.24 Wind 1.65 1 9 19.0 Comer STEM 86.9 1.000 14.9 32.5 0 0 0 -0.24 No AB Req'd No HD Req'd A Wall Line ID: B Level: 1 Seismic 1.24 1 9 12.3 Comer SLAB 101-6 1.000 1.000 - 11.2 14.9 13.5 13.5 0 0 0 0 0 0 0.34 SSTBt6 HDU2 (DBL 2X) A 0.55 SSTB16 HDU2 (DBL 2X) A Wind 1.65 1 9 12.3 Comer SLAB 134.8 I`I ion-ring oCHO 1/16/2017 Copeland Shop - 16-258 L' 6 PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 WALL LINE: 2 Level: 1 b Floor System: STEM Position- Corner WALL STRESS: 110 plf Wind P = GOH 2 I T 79 If Seismic `°"P' R REQ'D WALL ID: A XI REQ'D HOLDOWN: No HD Req'd REQ'D AB: No AB Req'd Full Wall Diminsions (ft) b h 30 9 Ift ft Components Diminsions ft Comp. x; h; b; 1 11 6.66 •3 2 Nominal Values (Table 4.3A) 3 4 Wall ID Seimic Wind 5 A 173 173 6 B 260 365 7 C 380 532 8 D 490 685 9 E 665 930 ., Units Reduced Allowable Values Desc Value Eq. (4.3-5) CO 0.891 - I Section 4.3..1 aspect 1.000 - Wall ID Seimic Wind Sec 4.3.1 & Sec 4.3.3.4 F -L; 27.0 ft A 173 173 Eq. (4.3-8) T 1109 Ib B 232 325 Eq. (4.3-9) v 123 plf C 339 474 ' TRES 1620 Ib D 437 611 VRES 180 plf E 593 829 + Res Extra 0 plf Net uplift -511 Ib nigineering 1/16/2017 Copeland Shop - 16-258 L 7 PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 WALL LINE: A Level: 1 Floor System: SLAB Position: Corner WALL STRESS: 87 plf Wind 6 66 plf Seismic REQ'D WALL ID: A REQ'D HOLDOWN: No H® Req'd REQ'D AB: No AB Req'd Full Wall Diminsions ft b h 40 9 Ift ft Eq. (4.3-5) Section 4.3..1 Sec 4.3.1 & Sec 4.3.3.4 Eq. (4.3-8) Eq. (4.3-9) • b bl +•� I 4�— b] 1n I cor•� � GOMP 1 T COMP XI Desc Com onents Diminsions ft Units Comp. x; hi ,b; 1 7.5 3 6 2 17 3 6 3 26.5 3 6 4 33.5 6.66 3 5 Res Extra 0 plf 6 -1287 Ib Seimic .7 A 173 .. 8 B 181 9 C 265 Eq. (4.3-5) Section 4.3..1 Sec 4.3.1 & Sec 4.3.3.4 Eq. (4.3-8) Eq. (4.3-9) • b bl +•� I 4�— b] 1n I cor•� � GOMP 1 T COMP XI Desc Value Units Co 0.896 - aspect 0.778 - EL; 19.0 ft T 873 Ib V 97- plf TRES 2160 lb VRES 240 plf Res Extra 0 plf Net uplift -1287 Ib Nominal Values (Table 4.3A) J*ANCHO ' nglneering Wall ID I Seimic Wind A 173 173 B 260 365 C 380 532 D 490 685 E 665 930 Reduced Allowable Values I Wall ID Seimic Wind A 173 173 B 181 327 C 265 476 D 341 614 E 463 833 J*ANCHO ' nglneering 1/16/2017 Copeland Shop'- 16-258 PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 WALL LINE: B Level: 1 Floor System: STEM Position: Corner r b' l�—b' --1 �. b3 , WALL STRESS: 135plf Wind t CAMPS 102 plf Seismic - `°"° F P REQ'D WALL ID: C ' REQ'D HOLDOWN: HDU2 (DBL. 2X) X REQ'D AB: SSTB16 Full Wall Diminsions ft b h 40 9 Ift ft Components Diminsions ft Comp. x; h; b; 1 3.1 8.00 9 2 15.35 8 9 3 27.6 8 9 ' 4 5 6 7 8 9 Eq. (4.3-5) Section 4.3.1 Sec 4.3.1 & Sec 4.3.3.4 Eq. (4.3-8) Eq. (4.3-9) Desc Value Units Co 0.471 - aspect 0.689 - FLj 13.0 ft T 2578 Ib V 286 plf TRES 2160 Ib VRES 240 plf Res Extra 0 plf Net uplift -418 Ib Nominal Values (Table 4.3A) I Wall ID Seimic Wind A 173 173 B 260 365 C 380 532 D 490 685 E 665 930 Reduced Allowable Values Wall ID Seimic Wind A 84 172 B 84 172 C 123 250 D 159 322 E 216 438 i• ii ��i � L9 COMPANY PROJECT Copeland Shop WoodWorks 0 Beaml S0rM1Rt HDR WOOD DPVMN Jan. 4, 2017 11:26 Design Check Calculation Sheet WoodWorks Sizer 11.0 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit: 1557 1557 Factored: tern Start End Start End 3327 Load3 Roof live Full Area 0.30 L/360 Bearing: Length 20.00(17.00') psf Load4 Dead Full Area 0.49 23.00(17.00') psf Self -weight Dead Full UDL 1..^•..4 plf Maximum Reactions (lbs) and Bearing Lengths (in) 0' r 9r 9'-1" 1 Unfactored: Analysis Value Design Value Dead 1770 1770 Roof Live 1557 1557 Factored: Bending(+) fb 1086 1 Total 3327 3327 Live Detl"n 0.08 <L/999 0.30 L/360 Bearing: Length 0.97 0.97 Min re 'd 0.97 0.97 B1 Timber -soft, D.Fir-L, No. 1, 6x10 (5-1/2"x9-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 9'-1.9"; volume = 3.3 cu.ft.; Beam and stringer; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 77 Fv' = 170 psi fv/Fv' = 0.45 Bending(+) fb 1086 1 Fb' 1350 psi fb/Fb' = 0.80 Live Detl"n 0.08 <L/999 0.30 L/360 in 0.1_7 Total Defl'n 0.22 = L/486 0.45 L/240 in 0.49 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 Fb'+ 1350 1.00 1.00 1.00 1.000. 1.000 1.00 1.00 1.00 1.00 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million .1.00 1.00 - - - - 1.00 1.00 - _ CRITICAL LOAD COMBINATIONS: Shear : LC 42 = D+Lr, V max = 3298, V design _694 lbs Bending(+): LC #2 = D+Lr, M = 7488 lbs -ft Deflection: LC 02 = D+Lr (live) LC #2 = D+Lr (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are li.sted.in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 629e06 lb-in3 "Live" deflection a Deflection from all non -dead loads (live, wind, snow...) Total Deflection = I.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 82 COMPANY PROJECT Copeland Shop Beam2 WoodWork s sor'rwUrFOR WOOD nrsrcv Jan. 4, 201711:29 Design Check Calculation Sheet WOOdWOrks Sizer 11.0 Loads: Load Type Distribution Pat- Location (ft) Magnitude Unit 1029 1029 /'actor d: tern Start End Start End 2198 Loadl Roof live Full Area 0.64 Min re 'd 20.00117.00') psf Load.'. Dead Fu t I Area 0.17 ^ 2.00117.00') psf Self -weight Dead Full UDh 12.4 plf Maximum Reactions (lbs) and Bearing Lengths (in) 6-0.6" Unfactored: Fuial lysis value Desi n Value Dead 1169 1169 RoofLive 1029 1029 /'actor d: Bending(+) fb = 474 • P. Total Bears 2198 2198 ng: Length 0.64 .. 0.64 Min re 'd 0.64 0.64 B2 Timber -soft, D.Fir-L, No.2, 6x10 (5-1/2"x9-112") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 6-0.6'; volume = 2.2 cu.ft.; Beam and stringer; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: yr Criterion Fuial lysis value Desi n Value Unit Anal sis/Desi n Shear fv = 4 Fv' - 170, psi. fv Fv' - 0.27 Bending(+) fb = 474 • Fb' - 875 psi fb/Fb' = 0.54 Live Defl'n 0.02.= <L/999 0.20 = L/360 in 0.10 Total Defl'n 0.05 = <L/999 0.30 = L/240 in 0.17 Additional Data: t - FACTORS: F/E(psi)CD CM, CC CL CF Cfu Cr Cfrt Ci Cn LCII Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 .1.00 - 2 Fc p' 625 - 1,00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 • - - - - 1.00 1.00 2 - ' CRITICAL LOAD COMBINATIONS: r Shear : LC 42 - D+Lr, V max - 2179, V design = 1585 lbs Bending(-): LC 02 = Di Lr, M = 3169 lbs -ft Deflection: LC 02 = D+Lr (live) LC 4i2 = D+Lr (total) . 'D=dead L=live S=snow W -wind !=impact Lr=root live Lc=concentrated E=earthquake All 1,C's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: El 511e06 lb -in_^ "Live" deflection Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Rancho Engineering Project Title: 5550 Skyway #c Engineer: Project ID: Paradise, CA 95969 Project Descr: Phone/Fax: (530) 877-3700 General Footing Description : F1 Code References = XASEY1Rancho Printed: 4 JAN 2017,11:40AM bs120161258•CO-11STRUCT-11WALLSB-1.EC6 INC. 1983.2016, Build:6.16.10.31, Ver:6.16.10.31 Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 1.250 ft Load Combinations Used : ASCE 7-10 Length parallel to Z -Z Axis = 4.0 ft Z General Information Footing Thickness = 12.0 in ,. Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 N Values Flexure = 0.90 in Shear = 0.850 Increases based on footing Depth Analysis Settings Height - Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = ft Min. Overturning Safety Factor = 1.50: 1 1'I Min. Sliding Safety Factor = 1.50: 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears No = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stabilitv. mom & shear No 2 Dimensions Width parallel to X -X Axis = 1.250 ft Length parallel to Z -Z Axis = 4.0 ft Z Footing Thickness = 12.0 in ,. Pedestal dimensions... `, S ,. � x - px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = in Height - in . `' I'' ; m Rebar Centerline to Edge of Concrete... i;` ;5 ; at Bottom of footing = 3.0 in ''' r; :'' o Reinforcing 1'I Bars parallel to X -X Axis Number of Bars = 6 Reinforcing Bar Size = # 4 _ Bars parallel to Z -Z Axis Number of Bars = 2 Reinforcing Bar Size = # 4.0 Bandwidth Distribution Check (ACI 15.4.4.2) b Direction Requiring Closer Separation ig X -X Axis ' # Bars required within zone -� rye:-, .i �•xs x. 47.6% , svt�* ,,. �;... Ar , # Bars required on each side of zone 52.4% Applied Loads D Lr L S W E H P: Column Load = 3.540 3.114 0.0 k OB : Overburden = ksf _.......... M-xx = ................ .......... _......... ... .... _......................... .._ _. .........._..........-............................_...-... _............. .__..........._...... ._.._._.. _ _..... k -ft M-zz = ............ ._..__..............._......._.... k -ft - V -x = ... .._.....-.................... _.... ..... I... _................ _..._...._........._......-_...._........._..._.............. __...._.......__....... ..... ._...._.._.............. ..._._._.._._...:.. - _ ._.._..... k V -z = k Rancho Engineering 5550 Skyway #c Paradise, CA 95969 Phone/Fax: (530) 877-3700 General Footing Description : F1 Project Title: Engineer: Project Descr: File = IICASEY1Rancho Project ID: F2 Printed: 4 JAN 2017, 11:40AM bs120161258-CO-11STRUCT-11WALLSB-1.EC6 INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31. DESIGN SUMMARY- s Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8873 Soil Bearing 1.331 ksf 1.50 ksf +D+Lr+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.04571 Z Flexure (+X) 0.3606 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.04571 Z Flexure (-X) 0.3606 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.4396 X Flexure (+Z) 3.692 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.4396 X Flexure (-Z) 3.692 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 85.0 psi n/a PASS 0.0 1 -way Shear (-X) 0.0 psi 0.0 psi n/a PASS 0.2547 1 -way Shear (+Z) 21.652 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.2547 1 -way Shear (-Z) 21.652 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS n/a 2 -way Punching 25.070 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc (in) Actual Soil Bearing Stress @ Location Bottom, -Z Top, +Z Left, -X Right, +X Actual I Allow Ratio X -X. +D+H 1.50 n/a 0.0 0.7080 0.7080 n/a n/a 0.472 X -X. +D+L+H 1.50 n/a 0.0 0.7080 0.7080 n/a n/a 0.472 X -X. +D+Lr+H 1.50 n/a 0.0 1.331 1.331 n/a n/a 0.887 X -X. +D+S+H 1.50 n/a 0.0 0.7080 0.7080 n/a n/a 0.472 X -X. +D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.175 1.175 n/a n/a 0.783 X -X. +D+0.750L+0.750S+H 1.50 n/a 0.0 0.7080 0.7080 n/a n/a 0.472 X -X. +D+0.60W+H 1.50 n/a 0.0 0.7080 0.7080 n/a n/a 0.472 X -X. +D+0.70E+H 1.50 n/a 0.0 0.7080 0.7080 n/a n/a 0.472 X -X. +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.175 1.175 n/a n/a 0.783 X -X. +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.7080 0.7080 n/a n/a 0.472 X -X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.7080 0.7080 n/a n/a 0.472 X -X. +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.4248 0.4248 n/a n/a 0.283 X -X. +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.4248 0.4248 n/a n/a 0.283 Z -Z, +D+H 1.50 0.0 n/a n/a n/a 0.7080 0.7080 0.472 Z -Z. +D+L+H 1.50 0.0 n/a n/a n/a 0.7080 0.7080 0.472 Z -Z. +D+Lr+H 1.50 0.0 n/a n/a n/a 1.331 1.331 0.887 Z -Z. +D+S+H 1.50 0.0 n/a n/a n/a 0.7080 0.7080 0.472 Z -Z. +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.175 1.175 0.783 Z -Z. +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.7080 0.7080 0.472 Z -Z. +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.7080 0.7080 0.472 Z -Z, +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.7080 0.7080 0.472 Z -Z. +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.175 1.175 0.783 Z -Z. +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 0.7080 0.7080 0.472 Z -Z. +D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 0.7080 0.7080 0.472 Z -Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.4248 0.4248 0.283 Z -Z. +0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.4248 0.4248 0.283 Rancho Engineering 5550 Skyway #c Paradise, CA 95969 Phone/Fax: (530) 877-3700 General Footing Description : F2 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Project Title: Engineer: Project ID: F� Project Descr: Printed: 4 JAN 2017, 11:42APd File=11CASEYIRancho (R)lobs120161258-COw11STRUCT-11WALLSS-1.EC6 ENERCALC. INC. 19832016. Build:6.16.10.31, Ver:6.16.10.31 Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.850 Increases based on footing Depth # Bars required on each side of zone Analysis Settings Footing base depth below soil surface = 0.0 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = 0.0 ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = 0.0 ft Min. Overturning Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension S Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of depth P: Column Load = Use ftg wt for stability, moments & shears No = . length or width is greater than when maxlen 0.0 ksf Add Pedestal Wt for Soil Pressure No - - 0.0 ft Use Pedestal wt for stability, mom & shear No 0.0 0.0 Dimensions 0.0 0.0 ksf M-xx = Width parallel to X -X Axis = 1.250 ft 0.0 ............ 0.0 Length parallel to Z -Z Axis = 2.0 ft Z M-zz = Footing Thickness = 12.0 in 0.0 0.0 0.0 Pedestal dimensions... px : parallel to X -X Axis = 0.0 in pz : parallel to Z -Z Axis = 0.0 in Height = 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcin Bars parallel to X -X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4.0 Bandwidth Distribution Check (ACI 15.4.4.2) ; Direction Requiring Closer Separation 1g X -X Axis # Bars required within zone 76.9% # Bars required on each side of zone 23.1 % Applied Loads D Lr L S W E H P: Column Load = 1.770 1.557 0.0 0.0 0.0 0.0 0.0 k OB : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 ..... 0.0 0.0 ............ 0.0 _............_.... ...... 0.0 .... ....-.... - 0.0 0.0 k -ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k -ft ..... V -x = ..... _..... ............ ...__._._.._....._- 0.0 ..._..-..__........ 0.0 _. 0.0 0.0 _•---._......._.__._._.._�. 0.0 0.0 _ --- .._...__..........._. 0.0 k V -z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Rancho Engineering Project Title: 5550 Skyway #c Engineer: Project ID: F Paradise, CA 95969 Project Descr: Phone/Fax: (530) 877-3700 Printed: 4 JAN 2011,11:42AM Fife=CASEY1Rancho(R)Iobs120161258-CO-11STRUCT-11WALLSB-1.EC6General Footing ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 Description : F2 DESIGN SUMMARY - • Min. Ratio _ __ Item Applied Capacity Governing Load Combination PASS 0.8873 Soil Bearing 1.331 ksf 1.50 ksf +D+Lr+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.04571 Z Flexure (+X) 0.3606 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.04571 Z Flexure (-X) 0.3606 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.1099 X Flexure (+Z) 0.9230 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50W+1.60H PASS 0.1099 X Flexure (-Z) 0.9230 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 85.0 psi n/a PASS 0.0 1 -way Shear (-X) 0.0 psi 0.0 psi n/a PASS 0.04692 1 -way Shear (+Z) 3.988 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.05363 1 -way Shear (-Z) 4.558 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS n/a 2 -way Punching 11.111 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X -X. +D+H 1.50 n/a 0.0 0.7080 0.7080 n/a n/a 0.472 X -X. +D+L+H 1.50 n/a 0.0 0.7080 0.7080 n/a n/a 0.472 X -X, +D+Lr+H 1.50 n/a 0.0 1.331 1.331 n/a n/a 0.887 X -X. +D+S+H 1.50 n/a 0.0 0.7080 0.7080 n/a n/a 0.472 X -X. +D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.175 1.175 n/a n/a 0.783 X -X. +D+0.750L+0.750S+H 1.50 n/a 0.0 0.7080 0.7080 n/a n/a 0.472 X -X. +D+0.60W+H 1.50 n/a 0.0 0.7080 0.7080 n/a n/a 0.472 X -X. +D+0.70E+H 1.50 n/a 0.0 0.7080 0.7080 n/a n/a 0.472 X -X. +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.175 1.175 n/a n/a 0.783 X -X, +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.7080 0.7080 n/a n/a 0.472 X -X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.7080 0.7080 n/a n/a 0.472 X -X. +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.4248 0.4248 n/a n/a 0.283 X -X. +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.4248 0.4248 n/a n/a 0.283 Z -Z. +D+H 1.50 0.0 n/a n/a n/a 0.7080 0.7080 0.472 Z -Z. +D+L+H 1.50 0.0 n/a n/a n/a 0.7080 0.7080 0.472 Z -Z. +D+Lr+H 1.50 0.0 nla n/a n/a 1.331 1.331 0.887 Z -Z. +D+S+H 1.50 0.0 n/a n/a n/a 0.7080 0.7080 0.472 Z -Z. +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.175 1.175 0.783 Z -Z. +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.7080 0.7080 0.472 Z -Z. +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.7080 0.7080 0.472 Z -Z. +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.7080 0.7080 0.472 Z -Z, +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 nla n/a n/a 1.175 1.175 0.783 Z -Z. +D+0.750L+0.750S+0.450W+H 1.50 0.0 nla n/a n/a 0.7080 0.7080 0.472 Z -Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.0 nla n/a n/a 0.7080 0.7080 0.472 Z -Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.4248 0.4248 0.283 Z -Z. +0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.4248 0.4248 0.283 SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET - APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF TI IE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THF, ROOF SYSTEM TO THE BUILDING FOR VERTICAL. & LATERAL LOADS IS TIIE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SI4OWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS. CORRECT SIDE UP. AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MIDST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES. GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE, SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & MII/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THETRUSS PLATE INSTITUTE (BCSI-BI SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10%0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 • Re: 1701-019 Fax 916/676-1909 Copeland Shop The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: 849522710 thru R49522724 My license renewal date for the state of California is Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely. on lumber values established by others. A- !.sOil , I Q�pFESS/pN � 4 _ rc" PERMIT #`. � ' ` BUTTE COUNTY DEVELOPMENT SERVICES LU w e 75435 � m REVIEWED FOR * EXP. 03/31/2018 * CODE C®MPLIANC S� CIVI DATE A . January 20,2017 Teodosescu, Eduard IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown ` on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. K - . !chico ----1 r----------�-----'--'------- SysmmsPKus L0MBEWCO. i | ' � _-6��0L_-6-00-00 . [ ).'n.- ' 2�0o�. � ROOF TRUSS LAYOUT i SCALEwm | m =MJ(;Zb A=JUS24 Job Truss Truss Type Ory Shop849522710 MiTek' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 1701-019 A01 Hip Girder 2 JPlyICopeland Vert(LL) -0.45 O >808 240 MT20 220/195 (Roof Snow=2 Job Reference (Optional) � 9207P 1 Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MITek Industries, Inc. Fd Jan 20 10.38.5 1 age ID:Rf95j?iRdlgagwthrj9J9YyaOSJ-3RGDDxZI IgPybWVtKe6wOHP?XPMSphWG?g 1 xM9ztUZO -0-0 3 4-14 ( 6-0-0 105 2 I 15-0-0 I- 19 6 14 ( 24 0 0 26.7-2 4-0-0 3-0-14 2-7-2 45-2 4.6-14 4.6.14 4S2 2-7-2 3-0-14 4-0-0 df 4.00 12 5x8 = 4x10 = 2x4 II 4x10 = 5x8 = Scale = 1:62.9 4x12 = 2.4 11 4x10 = 7x14 M18SHS = 4x8 = 2x4 11 4x10 - Zx4 '' 4x12 = 2x4 II 3 4 14 6-0-0 1052 15 0 0 19.6-14 2440-0 I 26 30-0-0 ~ 3-4-14 21__ 45-2 4514 41i 14 45.2 2-7-2 34-14 Plate Offsets (X Y) (BA -0-6,0-0-81,[.11-0-6.0-0-81 MiTek' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. PLATES GRIP TCLL 20.0 20) Plate Grip DOL IIAS TC 0.71 Vert(LL) -0.45 O >808 240 MT20 220/195 (Roof Snow=2 Lumber DOL 1.15 BC 0.84 Vert(TL) -1.20 0 >299 180 M18SHS 220/195 TCDL 15.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.21 J n/a n/a TCLL 0.0 Code IBC2012/TP12007 Matrix -MSH Weight: 191 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 34-7 oc purlins, except BOT CHORD 2X6 DF SS G 2-0-0 oc purlins (2-5-14 max.): D -H. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 9-5-0 oc bracing. WEBS 1 Row at mid pt E -R, G -M REACTIONS. ' (lb/size) 8=2434/0-3-8, J=2434/0-3-8 Max Horz B=62(LC 6) Max Uplift B=436(LC 6), J=436(LC 7) Max Grav B=2646(LC 29), J=2646(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD B -C=-4831/501, C -D=5807/628, D -E=5505/609, E -F=9165/1008, F -G 9165/1008, G -H=5505/609, H-1=5807/628, I -J=4831/496 BOT CHORD B -S=367/4503, R -S=367/4503, 0-R=833/8187, 0-0=833/8187, N-0=83418187, M -N=834/8187, L -M=412/4502, J -L=412/4502 WEBS C -S=468/116, C -R=-188/1201, D -R=59/1145, E -R=2911/330, E-0=109/1060, F-0=654/167, G-0=109/1060, G -M=2911/328, H -M=58/1144, I -M=-183/1201, I -L=468/114 NOTES- (14) 1) Wind: ASCE 7-10; VuK=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf--20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. QRQFESSJON 6) All plates are MT20 plates unless otherwise indicated. live loads. TEOD Os �C 7) This truss has been designed for a 10.0 psf bottom chord live load non concurrent with any other 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide Uj JQ FN y will fit between the bottom chord and any other members. n m C7 o C 75435LUrn 9) A plate rating reduction of 20% has been applied for the green lumber members. w C 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (A=1b) EXR 03131/2018 B=436, J=436. >R 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. FOF CAI January 20,2017 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED 69TEK REFERENCE PAGE Ma -7479 rev. taWnOIS 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 andfor 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 7777 Greenback lane fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPN Duality Criteria, OSS -89 and SCSI Building Component 109 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite Job Truss Truss Type Qty a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Copeland Shop is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, OSB -89 and BCSI Building Component. SAde 109;^M JPly 849522710 1701-019 A01 Hip Girder 2 1 Job Reference (optional) Systems Plus LUMDer (;o, Anderson, (:A — w . ry„ --...--, ..._. ... __.. -- ----- — „ ID:Rf95j?iRdlgagv11hrj9J9YyaOSJ-3RGDDxZ1lgPybVvVtKe6wOHP?XPMSphWG?g1 xM9ztUZQ NOTES- (14) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 Ib down and 68 Ib up at 6-0-0, 133 Ib down and 68 Ib up at 8-0-12, 133 Ib down and 68 Ib up at 10-0-12, 133 ib down and 68 Ib up at 12-0-12,133 Ib down and 68 Ib up at 14-0-12, 133 Ib down and 68 Ib up at 15-11-4,133 Ib down and 68 "Ib up at 17-11-4,133 Ib down and 68 Ib up at 19-11-4, and 133 Ib down and 68 Ib up at 21-11-4, and 133 Ib down and 68 Ib up at 24-0-0 on top chord, and 377 Ib down and 30 Ib up at 6-0-0, 44 Ib down and 3 Ib up at 8-0-12, 44 Ib down and 3 Ib up at 10-0.12, 44 Ib down and 3 Ib up at 12-0.12, 44 Ib down and 3 Ib up at 14-0-12, 44 Ib down and 3 Ib up at 1511-4, 44 Ib down and 3 Ib up at 17-11-4, 44 ib down and 3 Ib up at 19-114, and 44 Ib down and 3 Ib up at 21-114, and 377 Ib down and 30 Ib up at 23-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: A -D=70, D -H=-70, H -K=70, T -W= 20 Concentrated Loads (lb) Vert: D=105(1`) 1-1=105(1`) P=20(F) R= -197(F) M= -197(F) Z= -105(F) AA= -105(F) AC=l05(F) AD= -105(F) AE=105(F) AF=105(F) AH=105(F) AI=105(F) AJ=20(1`) AK=20(F) AL= -20(F) AM=20(F) AN= -20(F) AO= -20(F) AP=20(F) i valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not " i 5 WARNING - verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/1015 BEFORE USE. valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not " OF a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, OSB -89 and BCSI Building Component. SAde 109;^M Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ce oc Job Truss Truss Type Qty �Ply Copeland Shop 849522711 1701-019 A02 Hip 2 1 ! Job Reference (optional) Svsfems'Plus Lumber Ce_ Anderson- CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 20 10:39:01 2017 Page 1 d`F ID:Rf95j?iRdlgagwthrj9J9YyaOSJ-?gOzetlbHHHgggqtl-s36u 1 tuuuu4ynew_o vvz­ucv -4-0-0 8-0-0 + 15-0-0 22-0-0 _ _ --I 30-0-0 4-0-0 "_0 7-0-0 7-0-0 8-0-0 5x6 = ., nnrZ'_ 3x8 = 5x6 = Scale = 1:62.9 2x4 II "" — 4x8 = 4x8 = 4x12 M18SHS = 3x5 = LOADING (psf) TCLL 20.0 (Roof Snow --20.0) TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012fTP12007 CSI. TC 0.43 BC 0.71 WB 0.46 Matrix -MSH DEFL. in (loc) I/defl Ud Vert(LL) -0.27 1 >999 240 Vert(TL) -0.74 I -K >490 180 Horz(TL) 0.20 F n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 154 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 4-5-5 oc purlins, except BOT CHORD 2X4 DF No. 1&Btr G 2-0-0 oc purlins (4-4-5 max.): C -E. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 1 Row at midpt D -K, D -H REACTIONS. (Ib/size) B=1630/0-3-8, F=1630/0-3-8 Max Horz B=70(LC 6) Max Uplift B=-344(LC 6), F=344(LC 7) Max Grav B=1859(LC 29), F=1859(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD B -C=-3458/332, C-0=3203/339, D -E=3203/339, E -F=3458/332 BOT CHORD B -K=245/3234, I -K=395/4551, H-1=-395/4551, F -H=-215/3234 WEBS C -K=0/632, D -K=1442/191, D-1=0/283, D -H=-1442/190, E -H=0/632 NOTES- (12) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A rating reduction of 20% has been applied for the green lumber members. plate 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0=1b) Q?OFESS/o,k �iO TEOD 9� OS �C B=344, F=344. �(v� P 11) Graphical purlin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. Q t� tPCrn 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. w C 75435 EXP. 03/3112018 OFCAl1F January 20,2017 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 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 MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the " 7777 Greenback Lane fabrication, storage, delivery• erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building component luornms Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. rSaite CA 95610 Job Truss Truss Type Ory Pty Copeland Shop 849522712 1701-019 A03 Hip 2 1 i Job Reference (optional) Systems VIUS LUMoer UO, Ancerson, GA o...v a ryn — av,v ..,,..,.. ... --.. __ . _.__.__ __ .. - _o_ - ID:Rf95j?iRdlgagwthg9J9YyaOSJ-TOyLszc w2boXSzES?mfdOvlUSCRIOAkiheFbzUztUZN 4-0-0 10-0.0 20-0-0 30-0-0 34-0-0 4-0-0 10-0-0 10-0-0 10-0-0 4 0 0 7x8 = 6x8 = Scale = 1:62.9 4x8 = 2x4 II ""` — 3x4 = rA LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeS Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.19 G-1 >999 240 MT20 220/195 (Roof Snow=2 5.0 Lumber DOL 1.15 BC 0.67 Vert(TL) -0.74 G-1 >487 180 TCDL 115.Rep Stress Incr YES WB 0.16 Horz(TL) 0.15 E n/a n/a BCLL 0.0 BCDL 10.0 _ Code IBC2012/TPI2007 Matrix -MSH Weight: 148 Ib FT = 20% LUMBER- BRACING. TOP CHORD 2X6 DF SSG TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins, except BOT CHORD 2X4 DF No. 1&Btr G 2-0-0 oc purlins (2-9-3 max.): C -D. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt C -G REACTIONS. (Ib/size) B=1630/0-3-8, E=163010-3-8 Max Horz B=78(LC 6) Max Uplift B=337(1_C 6), E=-337(LC 7) Max Grav B=1986(LC 29), E=1986(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=30151306, C-13=2808/330, D -E=3020/305 BOT CHORD B-1=214/2811 G-1=220/2803, E -G=-169/2816 WEBS C-1=01399, C -G=289/297, D -G=0/400 NOTES- (11) 1) Wind: ASCE 7-10; Vult=1IOmph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf--20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times Sat roof load.of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0=1b) B=337, E=337. 1 0)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �v�pFESS/py9� 1E000s�c� C 75435 c m EXP, 03/3112018 OFCA0 January 20,2017 A WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED 69TEK REFERENCE PAGE Mll-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTekID connectors. This design is based only upon parameters shown, and is for an �indivldual budding component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall q building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Iy1ITe�• 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 SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Mei ms CA 95i Job Truss Truss Type Ory pelandShop _ _ LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins, except BOT CHORD 2X4 DF No. 18Btf G 2-0-0 oc purlins (5-3-9 max.): D -E. 849522713A04 WEBS 2X4 DF StudlStd G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=1630/0-3-8, G=1630/0-3-8 Hip 2eference fa�O�R Max Uplift 8=327(1_C 6), G=-327(LC 7) Max Grav B=2112(LC 29), G=2112(LC 29) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. (optional) Systems Plus Lumber Co, Anderson, CA 8.01 u s Apr zu zuT u ml I eK mou5mes, mc. nr dnn cu rv.aa.­­ -UC . _:2__ _ I_D:R95jr?iRdIgaw2t3r9J9YyaOSJ-xCWj3JcYovw3O0-037-0 peZUAsZ7Z140nTIZn3r4v-0l?-0BW xztUZM 6_0.0 -0 8_0 726.4-14 -0 -7.2 6.4-14 5 Scale = 1:62.9 5x6 = 5x6 = 4x8 = 2x4 II -. 30 = 3x8 = Zxa n F' -- 6.4-14 -- LOADING (psf) TCLL 20.0 (Roof Snow=20.0) TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress ]nor YES Code IBC2012/TPI2007 CSI. TC 0.48 BC 0.64 WB 0.43 Matrix -MSH DEFL. in (loc) I/defl Ud Vert(LL) -0.16 K -L >999 240 Vert(TL) -0.44 J -K >819 180 Horz(TL) 0.17 G nla n/a -.- PLATES GRIP MT20 220/195 Weight: 166 Ib FT = 20% _ _ LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins, except BOT CHORD 2X4 DF No. 18Btf G 2-0-0 oc purlins (5-3-9 max.): D -E. WEBS 2X4 DF StudlStd G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=1630/0-3-8, G=1630/0-3-8 Max Horz B=86(LC 7) Max Uplift 8=327(1_C 6), G=-327(LC 7) Max Grav B=2112(LC 29), G=2112(LC 29) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3586/274, C -D=-2831/278, D -E=2622/292, E -F=2835/278, F -G=-3585/275 BOT CHORD B -L=213/3282, K -L=213/3282, J -K=-165/2617, I -J=-129/3280, G -I=-129/3280 WEBS C -K=-703/121, D -K=0/405, E -J=0/403, F -J=-697/123 NOTES. (11) 1) Wind: ASCE 7-10; Vuh=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. Q�QFESS/�N 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (Jt=1b) �O TEDD B=327, G=327. �(V�tiC 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Plus Co. ) JQ` �N 11) WARNING: Engineering is void unless truss is fabricated by Systems Lumber w C 75435 LU EXP. 01313112 01 January 20,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mt1.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component TM Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. 109 I__,_.._ 1. - Job Truss Truss Type Qty Ply Copeland Shop (loc) I/deft Ltd TCLL 20.0 R49522714 1701-019 A05 Hip 2 1 240 (Roof Snow --20.0) Lumber DOL 1.15 BC 0.65 Job Reference (optional) Systems Plus Lumber Go, Anaerson, t.N- I D:Rf95j?iRdlgagwthrj9J9YyaOSJ-PP46HfdAZC2FhHOg7Bi55K6xf07dUvn?Byki2NzlUZL -4.0-0 7-4-14 _ { 14-0-0 16-0-0 22-7-2 ___� 30-M { 34 i 4-0-0 7.4-14 6-7.2 2-" 6-7-2 74-14 4.0-0 Scale = 1:62.9 7x8 = 6x6 = 4x8 := 2x4 II 3x4 = 3x8 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd TCLL 20.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.20 K -L >999 240 (Roof Snow --20.0) Lumber DOL 1.15 BC 0.65 Vert(TL) -0.52 K -L >689 180 TCDL 15.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.18 G n/a n/a BOLL 0.0 Code IBC2012rrP12007 Matrix -MSH LUMBER- BRACING - TOP CHORD 2X6 OF SS G TOP CHORD BOT CHORD 2X4 OF No. 1&Btr G WEBS 2X4 OF Stud/Std G BOT CHORD REACTIONS. (Ib/size) B=1630/0-3-8, G=1630/0.3-8 Max Horz 8=96(LC 15) { Max Uplift B=-315(LC 6), G=315(1_C 7) Max Grav B=2168(LC 29), G=2168(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-4022/253, C -D=-2960/226, D -E=2706/244, E -F=2966/225, F -G=-4020/255 BOT CHORD B -L=197/3697, K -L=-197/3697, J -K=-99/2699, I -J=-105/3694, G-1=105/3634 WEBS C -L=01259, C -K=1058/154, D -K=101486, E -J=15/478, F -J=-1049/156, F-1=0/257 PLATES GRIP MT20 220/195 Weight: 168 Ib FT = 20% Structural wood sheathing directly applied or 4-1-2 oc purlins, except 2-0-0 oc purlins (5.1-3 max.): D -E. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (11) 1) Wind: ASCE 7-10; VuR=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left ano right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstandinG 100 Ib uplift at joint(s) except (jt=1b) B=315, G=315. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 9�2FESS/pN S EOD F� Lw C 75435 Nc M EXP. 03/31/2018 . "COFCAt.tiF�•- January 20,2017 ,j WARNING - Verily design parameters and READ NOTES ON TWS 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 Mord members only. Adddicnal temporary and permanent bracing MITpr'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-69 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _... ^ nn Job Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MITek Industries, Inc. Fn Jan 20 10.39 Truss Truss Type Qty • -Ply Copeland Shop _ PLATES GRIP MT20 220/195 Weight: 154 Ib FT = 20% _ LUMBER- BRACING - 849522715 1701-019 A06 Common 5 i 1 Max Horz B=-102(LC 11) Job Reference (optional) • 5 2017 P 1 .0 age I D:Rf95j?iRd lgagwthrj9J9YyaOSJ-tbdUU?eoKWA6JRz1 hvDKeYf5agTHDU K8NCUFapztUZK -0-0-0 7.10-14 15-0-0 22.1-2 t 30-0-034.0.0 ~- 4-0-0 I 7.10-14 -�- 7-1-2 T 7-1-2 7-10-14 4-0-0 Scale = 1:60.9 5x6 = 4x8 = q LOADING (psf) TCLL 20.0 (Roof Snow --20.0) TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.48 BC 0.62 WB 0.36 Matrix -MSH DEFL. in (loc) I/defl Ud Vert(LL) -0.20 H -I >999 240 Vert(TL) -0.63 H -I >568 180 Horz(TL) 0.14 F n/a n/a PLATES GRIP MT20 220/195 Weight: 154 Ib FT = 20% _ LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=1630/0-3-8, F=1630/0-3-8 Max Horz B=-102(LC 11) Max Uplift 8=309(1_C 6), F=309(1_C 7) Max Grav B=1637(LC 17), F=1637(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2999/273, 13-13=2600/222, D -E=2600/223, E -F=2999/274 BOT CHORD 13-1=244/2767, H -I=-75/1889, F -H=-142/2767 WEBS D -H=-51/826, E -H=584/212, 0-1=50/826, C -I=-584/212 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (t=1b) Q?,()FESS/ON B=309, F=309. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. -MOD OS,� 2� yQ PQM wC 75435 c m LU or EXP. 03131/2018 OFCALIF January 20,2017 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PAGE Mill -7473- 10109/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and prcpedy 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 guldance regarding the 7777 Greenback Lane fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSIITPI1 Cuality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite iG9;..wr. re oU Job Truss Truss Type Oty Ply Copeland Shop 849522716 1701-019 H01 DIAGONAL HIP GIRDER 4 1 Job Reference in tional Systems Plus Lumber Co, Anderson, CA 8.070 s Apr LV 20 16 Mir I ek n NOSb ieS, 1 c;. r Jan n I D: Rf95j?iRd Igagwth rj9J9Yya OSJ-M n Bsh Lf05q lywbY DEckaAl B HZEvayxfl LGDp6FztUZJ _ 4-7-128-5-13 F-- -5-8-10 4-7-12 —I--- 3-10-1 Scale = 1:26.2 BUILDING DESIGNER SHALL NOTE THE MAGNITUDE OF CALCULATED DEFLECTIONS. 2x4 II ANY DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, THE BUILDING DESIGNER, OR OTHERS. 4-7-12 8-4-11 8-$,13 4-7-12 3-8-15 Plate Offsets (X,Y)- [B:0-0-1,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.40- Vert(LL) -0.04 F -I >999 240 MT20 220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.23 Vert(TL) -0.57 A >121 120 TCDL 15.0 Rep Stress Incr NO WB 0.36 Horz(TL) -0.01 E n/a n/a BCLL 0.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 114 Ib FT = 20% BCOL 10.0 — LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6 0 0 oc purlins, BOT CHORD 2X4 DF No.t&Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X6 DF SS G LBR SCAB A -D 2x6 DF SS -G both sides REACTIONS. (Ib/size) B=712/0-4-9, E=134/Mechanical Max Horz B=105(LC 36) Max Uplift B=366(1 -C 6), E=-107(LC 16) Max Grav B=854(LC 16), E=319(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-873/726 BOT CHORD B -F=774/835, E -F=-774/835 WEBS C -E=-857/815 NOTES- (13) 1) Attached 14-8-6 scab A to D, both face(s) 2X6 OF SS G with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 4-1D-8 from end at joint A, nail 2 row(s) at 7" D.C. for 9-6-13. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Qc9ax,0FESS/QN 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide �Q�EOD 9� will fit between the bottom chord and any other members. ��Q �� 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. o C 75435 r'n 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) L C M B=366, E=107. EXP. 03131/2018 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 Ib down and 263 Ib up at 2-9-8, 154 Ib down and 263 Ib up at 2-9-8, and 87 Ib down and 18 Ib up at 5-7-7, and 87 Ib down and 18 Ib up at 5-7-7 on top chord, and 37 Ib down and 90 Ib up at 2-9.8, 37 Ib down and 90 Ib up at 2-9-8, and 21 Ib down and 3 Ib up at 5-7-7, and 21 Ib q down and 3 Ib up at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. FOFCAI) ~ 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. January 20,2017 Y WARNING - Vedfy 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 90 1 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 0_._.._ Job Truss Truss Type Qry _ Ply i Copeland Shop 849522716 1701-019 HO1 DIAGONAL HIP GIRDER 4 � 1 Job Reference o tional Systems Plus Lumber Co, Anderson, CA t' 8.010 s Apr 20 2016 MITek Industdes, Inc. Fn Jan 20 10:39.06 2017 Page 2 I D: Rf95j?iRd l gagwlht)9J9YyaOSJ-Mn Bsh LfQ5glywbYD EckaAIB HZEvayxflcGD p6FztUZJ LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-0=70, E -G=-20 Concentrated Loads (lb) Vert: L=202(F=101, B=101) N=97(F=49, B=49) 0=6(F=3, B=3) t 1 Job Truss Truss Type Qry _ Ply i Copeland Shop 849522716 1701-019 HO1 DIAGONAL HIP GIRDER 4 � 1 Job Reference o tional t 1 E &WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 M (Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1l Quality Criteria, DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. — Citrus Hei Ms C 95 Job Truss Truss Type Qty !Ply Copeland Shop _ 1.10-1_5 Plate Offsets (X Y)— [B:0-0-6,0-0-01 R49522717 1701-019 JO1 Jack -Open 8 1 TCLL 20.0 Plate Grip DOL 1.15 • Vert(LL) 0.00 G >999 240 MT20 220/195 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 6.01u s Apr zu zuto MiTek en maubtneb, urc. rri darn cu v:JV:ods ID: Rf95j?iRdlgagwthrj9J9YyaOSJ-MnBshLfQ5glywbYDEckaAIBGKEwOyOGIcGDp6FztUZJ — -4-0-0 1-10-15 --i 4-0-0 1-10-15 Scale = 1:12.7 NOTES- (10) 1) Wind: ASCE 7-10; VuIt= 11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf: BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate. grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) C=302, B=336, D=114. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. coJP C 75435 �(n m L11 c � EXP. 03131/2018 1* *1 0FCAOF January 20,2017 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE.' Design valid for use only with MiTek4B connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TP11 Quality Criteria, DSB-89 and BCSI Building Component e 109 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite NeieMs_ CA 95 1.10-15 _ 1.10-1_5 Plate Offsets (X Y)— [B:0-0-6,0-0-01 DEFL. PLATES GRIP in (loc) I/defl L/0 I LOADING (psf) SPACING- 2-M CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) 0.00 G >999 240 MT20 220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.18 Vert(TL) 0.01 G >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B n/a n/a BCLL 0.0 Code IBC2012/TP12007 Matrix -MSH Weight: 16 Ib FT = 20% BCDL 1_0.0 —_ LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) C=-147/Mechanical, B=660/0-3-8, 0=62/Mechanical Max Horz B=90(LC 6) Max Uplift C=-302(LC 16), B=336(LC 6), 0-114(LC 16) Max Grav C=108(LC 6), B=951(LC 16), D=52(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10) 1) Wind: ASCE 7-10; VuIt= 11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf: BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate. grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) C=302, B=336, D=114. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. coJP C 75435 �(n m L11 c � EXP. 03131/2018 1* *1 0FCAOF January 20,2017 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE.' Design valid for use only with MiTek4B connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TP11 Quality Criteria, DSB-89 and BCSI Building Component e 109 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite NeieMs_ CA 95 Job Truss Truss Type Qry Pty Copeland Shop 849522718 1701-019 J02 Jack -Open 8� 1 Job Reference (optional Systems Plus Lumber Co, Anderson. CA ts.ulu s Apr zu cu w Nu 1 eR uwusmea, rn�. r,r .a„ . , 1 -e. I D: Rf95j?iRd Igagwth rj9J9YyaO SJ-q_IEvgf2s7QpYl7 PoJFpjzkR4d F ihTW RgwzMfiztUZI -4-0-0 3-10-15 4-0.0 3-10.15 Scale: 3/4"=1' 3-10-15 3-10-15 Plate Offsets (X,Y)- ._.j8 0-0-10,Edge) LOADING (psf) PLATES GRIP TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.48 Vert(LL) 0.02 D -G ;999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.24 Vert(TL) 0.03 D -G 999 180 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B nla n/a BC_L L 10.0 0.0 Code IBC2012/TP12007 Matrix -MSH _ _ Weight: 23 Ib FT = 20% LUMBER- y BRACING - TOP CHORD 2X6 OF SS G TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD 2X4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) C=23/Mechanical, B=599/0-3-8, D=4/Mechanical Max Horz B=114(LC 6) Max Uplift C=-111(LC 16), B=255(LC 6), D=21(LC 16) Max Grav C=45(LC 17), B=765(LC 16), D=44(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. It: Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; 101=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D except (jt=lb) C=111, B=255. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q,?OFESS/ON 'TE D �c aP �`Pn m C 75435 � w c Tin EXP. 03131/2018 OFCAUF� _ January 20,2017 WARNING -Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.�� Design valid for use onty with'MiTeM connectors. This design is based only upon parameters shown, and is for a 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 Greenback Lane fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 7777 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 ueo­ re os Job Truss Truss Type Qty Ply Copeland Shop 849522719 1701-019 J03 Jack -Open 20 1 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 6A W S Apr 20 2016 ml I ex Inausifles, inc. rn aan cv v..,u.agC ID:Rf95j?iRd Igagwthf)9J9YyaOSJ-IAJc60ggdRYgAuhbM1 m2FAHcp1 b2Qwlb3aiv88ztUZH 4-M 6-0-0 Scale = 1:19.4 Plate Offsets (X,Y)— [B:0-0-10,Edge) LOADING (psf) (loc) Ildefl Ud PLATES GRIP TC 0.48 SPACING- 2-0-0 TCLL 20.0 0.23 Plate Grip DOL 1.15 (Roof Snow=20.0) WB Lumber DOL 1.15 TCDL 15.0 B n/a n/a Rep Stress Incr YES BCLL 0.0 I Weight: 31 Ib FT = 20% Code IBC2012/TP12007 LUMBER - TOP CHORD 2X6 OF SS G BOT CHORD 2X4 DF No.18Btr G CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TC 0.48 Vert(LL) 0.05 D -G >999 240 MT20 220/195 BC 0.23 Vert(TL) -0.06 D -G >999 180 WB 0.00 Horz(TL) -0.00 B n/a n/a Matrix -MSH I Weight: 31 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) C=136/Mechanical, B=642/0-3-8, D=37/Mechanical Max Horz B=140(LC 6) Max Uplift C=-49(LC 10), B=-234(LC 6) Max Grav C=175(LC 17), B=737(LC 16), D=84(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (10) 1) Wind: ASCE 7-10; VuR=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C: enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C except 0=1b) 8=234. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QFtOFESS10,�, �0'TEOpps Fy F C 75435 c m OF CAL�F� January 20,2017 ,&WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7073 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown• and is for an individual building component. not . a truss system. Before use. the building designer must verity the applicability of design parameters and prcperly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/of 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. delive erection and bracing of trusses and truss systems. see 7777 Greenback Lane 9 delivery. 9 Y Aria. VA 7 Quality Criteria, DSBA9 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Cara Walnhte CA 95 Job Truss Truss Type Qty Ply Copeland Shop 849522720 1701-019 LAY01 GABLE 4 1 Job Reference (optional) Systems Plus Lumber Go, Anderson, GA -...'W' • •• __.. __ -- - -„- ID: Rf95j?iRdlgagwth49J9YyaOSJ-IAJc6OggdRYgAuhbM1 m2FAHac1 dEQsyb3aivB8ztUZH 8-11-8 8-11-8, 2x4 II D 2x4 G F E 2x4 II 2x4 II 2x4 11 Scale - 1:59.3 LOADING (psf)SPACING• 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 ; (Roof Snow --20.0) Grip DOL 1.15 TC 0.62 Vert(LL) n/a _ n/a 999 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.09 Vert(TL) n/a n/a 999 i BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) -0.00 E n/a n/a BCDL 10.0 Code IBC2012rrPI2007 Matrix -SH _ Weight: 57 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.1 &Btr G except end verticals. WEBS 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS ' 2X4 DF Stud/Std G REACTIONS. All bearings 8-11-8. (lb) - Max Horz A=325(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) A except E=-183(LC 16), G=247(LC 8), F=-170(LC 8) Max Grav All reactions 250 Ib or less at joint(s) E except A=259(LC 7), G=514(LC 15), F=454(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=337/258, B -C=-259/164 WEBS B -G=-365/299, C -F=-268/212 NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Gable requires continuous bottom chord bearing. 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A except 0=1b) E=183, G=247, F=170. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. - QRpFESS/pN TEODO���� oC 75435 �N0 Lulw c � EXP. 03/31/2018 January 20,2017 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 mernbers 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 Greenback Lane fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPil Quality Criteria, DSB-e9 and BCSI Building Component 7777 7777 109 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. SuitCAMs Heights, CA 95 Job Truss 1701-019 1W01 Plus Lumber Co, Anderson, CA Copeland R49522721 RAFTER Reference o tion) 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 20 10:39:09 2017 Page 1 ID:Rf95j?iRtllgagwthd9J9YyaOSJ-mMt?KMhJ01gXn2GowkHHoOpt2R u9N?kIESTjaztUZG B 4-0-0..-----_ -b'7 4-0-0 0 7 LOADING (psf) SPACING- 2-0-0 CSI. DEF[. in (loc) Ildefl Ud TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.06 Vert(LL) -0.00 A -B >999 240 TCD15.0 Lumber DOL 1.15 BC 0.00 Vert(TL) -0.01 A -B >999 180 BCL[ 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B n/a n/a Code IBC2012rTP12007 Matrix -MSH LUMBER - TOP CHORD 2X6 DF SS G REACTIONS. (Ib/size) A=13110-3-8, B=131/038 Scale: 1"=1' PLATES GRIP Weight: 9 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz A=47(LC 6) Max Uplift A=-40(LC 6), B=-55(LC 6) Max Grav A=131(LC 16), 8=133(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, B. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QROFESS1 TEODC � 3 Qs sF WC 75435 c M si2018 OF January 20,2017 ,& WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeklt, 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 IYOiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication• storage, delivery• erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 i 0 r d Copeland R49522721 RAFTER Reference o tion) 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 20 10:39:09 2017 Page 1 ID:Rf95j?iRtllgagwthd9J9YyaOSJ-mMt?KMhJ01gXn2GowkHHoOpt2R u9N?kIESTjaztUZG B 4-0-0..-----_ -b'7 4-0-0 0 7 LOADING (psf) SPACING- 2-0-0 CSI. DEF[. in (loc) Ildefl Ud TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.06 Vert(LL) -0.00 A -B >999 240 TCD15.0 Lumber DOL 1.15 BC 0.00 Vert(TL) -0.01 A -B >999 180 BCL[ 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B n/a n/a Code IBC2012rTP12007 Matrix -MSH LUMBER - TOP CHORD 2X6 DF SS G REACTIONS. (Ib/size) A=13110-3-8, B=131/038 Scale: 1"=1' PLATES GRIP Weight: 9 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz A=47(LC 6) Max Uplift A=-40(LC 6), B=-55(LC 6) Max Grav A=131(LC 16), 8=133(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, B. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QROFESS1 TEODC � 3 Qs sF WC 75435 c M si2018 OF January 20,2017 ,& WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeklt, 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 IYOiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication• storage, delivery• erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ob Truss Truss Type Qty ;Ply Copeland Shop R49522722 701-019 W02 RAFTER 4 1 _ _ _ _ __ _ Job Reference (optional) Systems Plus Lumber Co. Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 20 10:39:09 2017 Page 1 ID:Rt9bj?iKOlgagwln0yJ9yyavbd-mmi frmmnavi9An vvn uvpua _•. 'J- 2-0-7. 1-2-0.7• --� 2-0-7 Scale = 1:8.6 4fin li2 B LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=6110-3-8, B=61/0-3-8 Max Horz A=22(LC 6) Max Uplift A=-18(LC 6), B=-26(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed: MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, B. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. TEOp0��F�\ a� C 75435 F� m LU c � EXP. 03/31/2018 1F i OFCAUF January 20,2017 &WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111II.7473 rev. 1010312015 BEFORE USE. W11, 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 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 ANSIITPN Quality Criteria, OSS -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 �— _--. 2-0-0 -._ 2. 7 2-0-0 _ 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 0.01 Vert(LL) 0.00 A >999 240 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.00 Vert(TL) -0.00 A >999 180 5.0 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B n/a n/a BCDLL Code IBC2012/TPI2007 Matrix -MSH Weight: 5 Ib FT = 20% RCDL 100 LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=6110-3-8, B=61/0-3-8 Max Horz A=22(LC 6) Max Uplift A=-18(LC 6), B=-26(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed: MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, B. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. TEOp0��F�\ a� C 75435 F� m LU c � EXP. 03/31/2018 1F i OFCAUF January 20,2017 &WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111II.7473 rev. 1010312015 BEFORE USE. W11, 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 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 ANSIITPN Quality Criteria, OSS -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 f Job Truss Truss Type Qty Ply Copeland Shop • 849522723 1701-019 JW03 I RAFTER 4 1 Uceob Refereno tional Systems Plus Lumber Co, Anderson, CA I/defl Ud _ 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 20 10:39:10 2017 Pagel Vert(LL) -0.00 ID:Rf95j?iRdlgagwthd9J9YyaOSJ-EZRNXiix92oOPCr TSoWLbM2orK7ugFtWuBOF1ztUZF 240 4-0-7 - —. A -B i - 4-0-7 Horz(TL) -0.00 B Scale: 1'=1' LOADING (psf) SPACING. 2-0-0 CSI. TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.06 TCDL 15.0 Lumber DOL 1.15 BC 0.00 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH LUMBER - TOP CHORD 2X6 OF SS G REACTIONS. (Ib/size) A=131/0-3-8, B=131/0-3-8 Max Horz A=47(LC 6) Max Uplift A=-40(LC 6), B=-55(LC 6) Max Grav A=131(LC 16), 8=133(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10: Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, B. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. A WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE 114!11-7473rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. V?OFESS/ON 'TEODCID F2 C P wC 75435 c rn cc i3112018 OFCAUF� January 20,2017 MiTek' 7777 Greenback Lane DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 A -B >999 240 Vert(TL) -0.01 A -B >999 180 Horz(TL) -0.00 B n/a n/a Weight: 9 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10: Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, B. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. A WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE 114!11-7473rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. V?OFESS/ON 'TEODCID F2 C P wC 75435 c rn cc i3112018 OFCAUF� January 20,2017 MiTek' 7777 Greenback Lane Job Truss Truss Type Ory Ply Copeland Shop 849522724 1701-019 W04 RAFTER 4 1 Job Reference (optional) Systems Plus Lumber co, Anderson, GA ID:Rf95j?iRdlgagwthrj9J9YyaOSJ-EZRNXiix92oOPCr TSoWLbM3crK7ugFtWuBOF1ztUZF 2-0.7 _ { 2-0-7 Scale = 1:8.6 f ennl» B TCLL s20 0 SPACING- 2-0-0 CSI. I DEFL. (Roof Snow --20.0) i Plate Grip DOL 1.15 TC 0.01 Vert(LL) TCDL15.0 Lumber DOL 1.15 BC 0.00 Vert(TL) BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) BCDL 10.0 Code IBC2012rTP12007 I Matrix -MSH LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD BOTCHORD REACTIONS. (Ib/size) A=61/0-3-8, B=6110-3-8 Max Horz A=22(LC 6) Max Uplift A=-18(LC 6), B=-26(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. in (loc) I/deft Ltd I PLATES GRIP -0.00 A >999 240 -0.00 A >999 180 -0.00 B n/a n/a Weight: 5 Ib FT = 20% Structural wood sheathing directly applied or 2-0-7 oc purlins Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, B. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. q,oFESS/0/� I O E000� �F2 Q F wC 75435 c rn EXP. 03/31/2018 j OF CALF" January 20,2017 WARNING - Verify design peramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rov. 10/03/2015 BEFORE USE. Design valid for use only with Mi7elcdb 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 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 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. MiTek' 7777 Greenback Lane Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-11... For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 X 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING. Indicates location where. bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: - Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft -in -sixteenths (Drawings not to scale) 1 2 Cl BOTTOM CHORDS 8 7 6 5 0 of O 2 U a O H JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1351, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MmiTek" MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury . 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIfrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing. or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Systems Plus'LU''mber Co. 1800 S. Barney Rd. Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured .Wall Panels systplus@systplus.com www.systplus.com INSPECTION AGENCY Timber Products Inspection, Inc. 105 S.E. 124`x' Avenue Vancouver, WA 98684 Tel: (360) 449-3138 Fax: (360) 449-3953 Systems Plus Lumber Co. ICC ES Report ESR -1311 & ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS (2303.4/R802.lOroof/R502.1 Ifloor) TRUSS ENGINEERING LAYOUT YES■❑ NO ❑ ._n r:.i_ n—;l $ = tnrhvlerl GableEnd85 Wind B I Gable End 110 Wind B IA Gable End 110 Wind C IB Hat Truss under 6/12 2 Hat Truss over 6/12 2B Web Bracing Details 3 V Valley Fill Frames Open Face Jacks 4 _... _ . 5 Toe nail 6 Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 HVAC 10 Truss Data I I Purlin Gable 12 _ BCSI at w«A.sbeindustmeom BCSI-131 Summary Sheet at NH,,v.sbeindustrv.com Systems Plus Job Number 1701-019 Date 2/14/2017 Revision(s) Customer Copeland Project Copeland Location Chico PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE BCSI-B I SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET, APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYS'T'EM TO THE BUILDING FOR VERTICAL. & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH I-RUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SI4OWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALI, TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLYTHE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INS'T'ALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES. GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WF•.B MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & MIL/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-BI SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL, BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED.