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Home My WebLink About017-160-015BP# S"D..'�u iri.'tH6 it. enveio�sPr� ��efol>'��nrrng mems. '. a fi R esident�`l Constru ti'dn Req Lf�Tijle 24 Energy:Calculatidis V-Engineered'TrrussAetail's �S4 ucLi ral calculation"s: Soils inv�s+��ation'Report 0 CDF/Cvi tare CB,C 7A informati.on Flood Elevation .Certifcate/Flood plan Declaration -` „5•; ;: Ar,�`: _ Special Inspection: Sheat . — s.CQMD Rule 207 Form,"• .. . `Slope Seiba'c'k.attachment .. . 9 CLIENT: PROJECT: PROJECT LOCATION: STRUCTURAL CALCULATIONS Mitch Crook New Single -Family Home 5121 Oak Haven Lane Chico, CA JOB NUMBER: 2261 DATE: 01/06/16 Q�OF ESS/pH JkICH 'f 5 m m 7 � sr IV 9� OF C� bs11(a SEAL APPLIES TO SHEETS 1 THRU 11 - LOADING CRITERIA BASED ON THE 2013 CALIFORNIA BUILDING CODE: SEISMIC DESIGN CATEGORY: D WIND SPEED V (3 SECOND GUST): 110 mph WIND EXPOSURE: B SOIL BEARING: 1500 psf (per CBC Table 1806.2) ARE SPECIAL INSPECTIONS REQUIRED FOR ELEMENTS DESIGNED IN THESE CALCULATIONS ? No NOTES: 1. Streamline Engineering is not responsible for the these calculations unless this cover sheet is stamped by Jeff Richelieu and wet signed with Red or Blue ink. 2. Any structural or non-structural items that are not specifically addressed in the following calculations are designed by others and are not the responsibility of Streamline Engineering. 3. The engineer is not responsible for on site inspection to verify compliance with the structural plans, details, or specifications. Workmanship is to be of the highest quality and follow the latest edition of the adopted Building Code, and local building department standards. 4. The Client is responsible for the location of the structure on the site. The Client shall verify that the structure is properly located with respect to property lines, set backs, adjacent slopes, and all other limiting factors. TRUSS STATEMENT: n,.J)f-Z- has reviewed the trusses submitted by Design Assistance and dated 1/16 for this project. The review was provided to insure that the truss designer used the proper gravity and lateral loading for the design of the trusses. The designer shall bear the entire responsibility for the design and bracing of the trusses. All truss to truss connections are designed by the truss mfg. BUTTE PERMIT # t 6-'0 Z9 % COTJNTY BUTTE COUNTY DEVELOPMENT SERVICES R VI WED FOR FEB 16 7016 Page 1 C DE C MPLIANCE (L �- DEVELOPIviENT DATE R SUMS 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 GRAVITY LOADS: ROOF: PITCH: 5:12 DEAD LOAD: COMPOSTITION SHINGLES 3.5 PSF 1/2" OSB OR PLYWOOD 1.5 PSF FRAMING 3.5 PSF R-38 INSULATION (OPTIONAL) 2.5 PSF 5/8" GYPSUM WALLBOARD 3.2 PSF MISCELLANEOUS 0.7 PSF DEAD LOAD 14.9 PSF PITCH INCREASE FOR DEAD LOAD 1.1 PSF TOTAL DESIGN DEAD LOAD 16.0 PSF ' BY: JMR DATE: 116/2016 JOB NO: 2261 PAGE: 2 LIVE LOAD PER TABLE 4-1 OF ASCE 7-10 = 20.0 PSF (REDUCIBLE) (LIVE LOAD MAY BE REDUCED FOR PITCH OR TRIBUTARY AREA AS SHOWN BELOW) PER ASCE 7-10 EQUATION (4.8-1) Lr = Lo R, R2 WHERE 12 PSF < Lr < 20 PSF Lr = REDUCED LIVE LOAD OF HORIZONTAL PROJECTION (PSF) TRIBUTARY AREA < 200 SQ. FT. LIVE LOAD (BASED ON PITCH) 19.0 PSF TOTAL LOAD 35.0 PSF { LATERAL LOADS: WIND: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW SEISMIC: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW GENERAL NOTES: 1. The Engineer is only responsible for the structural items as noted in the following calculations. If changes are made to the design as detailed in these calculations without written approval from the Engineer, then the Engineer assumes no responsibility for the structure or any elements of the structure. 2. The Engineer is not responsible for any water proofing of any elements of the structure. The owner / contractor shall insure that all elements required to be waterproof are adequately detailed and constructed to be so. . This includes but is not limited to roofs, deck ledgers, and retaining walls. 3. These calculations are based on a completed structure. The Engineer is not responsible for any elements that are not fully constructed or are not constructed according to the plans and details. 4. Building sites are assumed to be drained and free of expansive soil. These calculations assume undisturbed, stable soils, and level stepped footings. Any other conditions must be brought to the attention of the Engineer. 5. All footings shall bear on undisturbed soil with a footing depth below the frost line per local requirements. 60 Independence Circle, Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 0 Fax: 892-1115 BY: J rl 7 - DATE: I ( I& JOB NO: 22.(D PAGE 3 OF 2 FLOOR PLAN 1112 SQ. FT. • 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 - Date: I Job No. Z2t�j Page Of SHEAR WALL SCHEDULE SHEAR WALL A B C D E F G SEISMIC SHEAR PLF 260 350 490 640 730 760 980 WIND SHEAR PLF 335 485 600 820 935 975 1260 3/8" PLYWOOD' -2 OR EXT. RATED OSB CDX CDX CDX CDX STRUC.1 CDX CDX ONE SIDE ONE SIDE ONE SIDE ONE SIDE ONE SIDE ITWO SIDES TWO SIDE EDGE NAILING 38d @ 6" 8d @ 4" 8d @ 3" 8d @ 2" 1 8d 2" 8d 4" 8d 3" FIELD NAILING s 8d @ 12" 8d @ 12" 8d @ 12" 8d @ 12" 1 8d @ 12" 1 8d @ 12" 1 8d @ 12" STUD SIZE AT VERTICAL PLYWOOD JOINT 2 x STUD 2 - 2x studs nailed together w/ 2 rows 16d sink. At 12" o.c. for full hei ht of studs_ 4x ost ma be used in lace of 2-2x) FOUNDATION SILL PLATE THICKNESS 1 1/2" 1 1/2" 1 1/2" 2 1/2" 1 2 1/2" 2 1/2" 2 1/2" CLIP, BLOCK TO PLATE LS70 @ 24" o.c. LS70 @ 20" o.c. LS70 @ 16" o.c. LS70 @ 12" o.c. LS70 @ 10" O.c. LS70 @ 10" o.c. LS70 @ 8" o.c. 5/8" A.B. SPACING 5 48" o.c. 36" o.c. 12" o.c. 24" o.c. 22" o.c. 16" o.c. 16" o.c. 1/2" A.B. SPACING 34" o.c. 24" o.c. 9" o.c. 16" o.c. -15" o.c. 11" o.c. 11" o.c. NOTES: 1. Over Douglas -Fir studs @ 16" o.c. with Hem -Fir top and bottom plates or equivalent 2. All panel edges backed with 2 -inch nominal or wider framing u.o.n. 3. If machine nails are used, then nails with partial heads are not permitted. 4. Simpson manufactured clips at 24" o.c. for entire balance of wall line. "Block' may be truss chord or rafter per detail. 5. Anchor bolts shall have a minimum. 3" x 3" x .229" thick steel plate washer. DESIGN VALUES FOR ANCHOR BOLTS AND SILL NAILS SHEAR WALL A B C D E F G SEISMIC SHEAR PLF 260 350 490 640 730 760 980 WIND SHEAR PCF 335 485 600 820 935 975 1260 2X SILL NAIL INTO SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" BLOCK OR RIM JST. @ 15" o.c. @ 11" o.c. @ 8" o.c. @ 6" o.c. @ 5" o.c. @ 5" O.C. @ 4" o.c. SILL SCREW CAPACITY 277 377 519 692 830 830 1038 CAPACITY FOR WIND 368 501 690 920 1104 1104 1381 5/8" A.B. CAPACITY 276 368 552 708 772 1062 1062 1/2" A.B. CAPACITY 268 380 507 697 744 1 1015 1 1015 NOTES: Simpson SDS 114 x 6" Wood Screws per Simpson Capacity of SDS 1/4" x 6" Wood Screw = 260 * 1.33 = 346 # / screw 2. Design capacity of bolts per Table 8.2E of the '97 NDS. Capacity of 1/2" Anchor Bolt in 2x sill = 1.33 *570# = 760# / Bolt Capacity of 1/2" Anchor Bolt in 3x sill = 1.33 *700# = 930# / Bolt Capacity of 5/8" Anchor Bolt in 2x sill = 1.33 *830# = 1103# / Bolt Capacity of 5/8" Anchor Bolt in 3x sill = 1.33 *1065# = 1416# / Bolt 3. Reduce A.B. capacity in note 2 by 50% for 2x sill plate when allowable shear per foot is > than 350 If < 600 plf 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 an BY: JMR DATE: 1110 JOB NO: 2 2C-4 l PAGE: C50 NOTE: WHEN MULTIPLE MEMBERS ARE USED THEY SHALL BE NAILED TOGETHER TO ACT AS ONE MEMBER W/ 2 ROWS 16d SINK. AT 12" O.C. FOR THE FULL HEIGHT OF THE MEMBER FOOTING SCHEDULE FOR SOIL BEARING = 1500 PSF POST SCHEDULE BASED ON 2013 CBC MARK MARK POST SIZE LUMBER GRADE MAX. Lu MAX. LOAD @ POST MAX. LOAD @ HEM FIR PL. MAX. LOAD @ D.F. PLATE P1 2 x 4 STANDARD 9' 1,500 LBS 2,100 LBS 3,200 LBS P2 2-2x4 STANDARD 9' 2,800 LBS 4,200 LBS 6,500 LBS P3 3-2x4 STANDARD 9' 5,000 LBS 6,300 LBS 9,700 LBS P4 2 x 6 STANDARD 9' 2,200 LBS 3,300 LBS 5,100 LBS P5 2-2x6 STANDARD 9' 5,000 LBS 6,600 LBS 10,000 LBS P6 3-2x6 STANDARD 9' 12,000 LBS 10,000 LBS 15,000 LBS P7 4 x 4 D.F. #1 9' 5,000 LBS 4,800 LBS 7,500 LBS P8 4 x 6 D.F. #1 9' 8,000 LBS 7,800 LBS 12,000 LBS P9 4 x 8 D.F. #1 9' 10,000 LBS 10,200 LBS 16,000 LBS P10 6 x 6 D.F. #1 9' 20,000 LBS 12,200 LBS 19,000 LBS P11 6 x 8 D.F. #1 9' 28,000 LBS 16,700 LBS 26,000 LBS P12 3.5 x 3.5 1.8 PARALLAM PSL 9' 6,100 LBS 4,900 LBS 7,600 LBS P13 3.5 x 5.25 1.8 PARALLAM PSL 9' 9,100 LBS 7,400 LBS 11,000 LBS P14 3.5x7 1.8 PARALLAM PSL 9' 12,200 LBS 9,900 LBS 15,000 LBS P15 5.25 x 5.25 1.8 PARALLAM PSL 9' 23,400 LBS 11,100 LBS 17,000 LBS P16 5.25 x 7 1.8 PARALLAM PSL 9' 31,300 LBS 14,800 LBS 23,000 LBS P17 7 x 7 1.8 PARALLAM PSL 9' 34,000 LBS 19,800 LBS 31,000 LBS NOTE: WHEN MULTIPLE MEMBERS ARE USED THEY SHALL BE NAILED TOGETHER TO ACT AS ONE MEMBER W/ 2 ROWS 16d SINK. AT 12" O.C. FOR THE FULL HEIGHT OF THE MEMBER WHERE Fc = 2,500 FOOTING SCHEDULE FOR SOIL BEARING = 1500 PSF Fy = 40,000 MARK LOAD (KIPS) FOOTING DIMENSIONS (INCHES) WIDTH LENGT THICKNESS MINIMUM STEEL REQUIRED #4 REBAR EVENLY SPACED .Fax: 892-1115 F1 2.7 16 16 12 2 EA. WAY 3" CLR. F2 4.2 20 20 12 3 EA. WAY 3" CLR. F3 6.0 24 24 12 3 EA. WAY 3" CLR. F4 7.0 28 28 12 4 EA. WAY 3" CLR. F5 9.5 32 32 12 4 EA. WAY 3" CLR. F6 12.0 36 36 12 4 EA. WAY 3" CLR. F7 15.0 40 40 18 5 EA. WAY 3" CLR. F8 18.0 44 44 18 5 EA. WAY 3" CLR. F9 22.0 48 48 18 8 EA. WAY 3" CLR. F10 26.0 52 52 18 9 EA. WAY 3" CLR. F11 31.0 1 56 56 18 1 10 EA. WAY 3" CLR. F12 35.0 1 60 60 18 10 EA. WAY 3" CLR. WHERE Fc = 2,500 PSI Fy = 40,000 PSI 60.Independence Circle, Ste. 201 0 Chico, CA 95973 • .(530) 892-1100 • .Fax: 892-1115 ZU10 Project: Prepared by: Jeff Richelieu 1/6/2016 Software licensed to: Streamline Engineering, Inc. Phone: 530-892-1100 1 Email: ieffstreamline ansbcelobal.net Wind Simple Version 1.0.0 Input See ASCE 7-10 Section 26.3 for symbol definitions V = 110 mph Topographic Factor Exposure Category B Specify Kzt directly h = 16 ft Kzt for walls = 1.00 L = 36 ft Kzt for roof = 1.00 B=58ft - Hip Roof Pitch = 5:12 - This is a valid Class 1 building Main Wind -Force Resisting ASCE 7-10 Directional Procedure, MWFRS - Chapter 27, Part 2 This procedure applies to wind loads of enclosed simple diaphragm buildings, as defined in Section 26.2 NIWFRSVVF Wall Pressures (psf) MWFRS Roof Pressures (psi) s rs Z; .�pf - t1w M"" 3 ..N;�2• ''i1 ,, r. ti rWindward 'Leeward # r Sde�tInfernal, Y phY _ 16.9 13.2 -9.2 -11.9 +/-2.8 PQ . 16.8 13.2 MWFRS Roof Pressures (psi) AIWFRS Roof Overhang Pressures povh @ Zone 1 = 7.9 psf povh @ Zone 3 = 12.2 psf Pressures indicated are applied to underside of overhang on windward side only, simultaneously with other roof pressures C&C Roof Overhang Pressures (psf) f= uh K L 'u•}. ? , ) ':�,�. }"'w t s rs Z; .�pf - t1w M"" 3 ..N;�2• ''i1 ,, r. ti 5,. z -rJ t 3'iw„; NS ':4`; Tl C 8, [ P ovh Load Case lY: -10.5 -10.6 -16.3 -14.5 --11.9 Load Case 2 6.1 -5.1 0.0 0.0 0.0 AIWFRS Roof Overhang Pressures povh @ Zone 1 = 7.9 psf povh @ Zone 3 = 12.2 psf Pressures indicated are applied to underside of overhang on windward side only, simultaneously with other roof pressures C&C Roof Overhang Pressures (psf) f= uh K L 'u•}. ? , ) ':�,�. }"'w t s rs Z; .�pf - t1w M"" 3 ..N;�2• ''i1 ,, r. ti 5,. z -rJ t 3'iw„; NS ':4`; Tl C 8, [ P ovh Effective '� , . - aw t ;@ Zorie 2 , Y`@'Zone s@ rye Zone 4 s y@ ,�� t ._ . ;Load Load Load Load Load Load Loadx «J Load Wind Aiea (sf) Case l Case 2 y�Case�` 1 Case 2 Case 1: Case 2 Case 51-". Case 2 .. ,: � 10 _ 7303'-' 11.0 "--51.6 . F _ ' 12.6 %,`f:20:1. ; ; 19.1 32.0 500 30 3.`r 't 11.0 -46 4r _�. 11.4 16 5 5 13.3 '49.2 A' 12.2 , S.K. Ghosh Associates Inc. 334 E Colfax Street, Palatine, IL, 60067 Page lof 1 www.skgh6shassociates.com BY: JMR DATE: 1/6/2016 JOB NO: 2261 PAGE: WIND DESIGN PRESSURE ON PROJECTED AREA ZONE 1 WIND PRESSURE PERPENDICULAR TO SURFACE -10.5 PSF ROOF PITCH 5 :12 ANGLE = 22.6 ° WIND PRESSURE ON PROJECTED AREA OF ROOF -1.72 PSF ZONE 2 WIND PRESSURE PERPENDICULAR TO SURFACE -10.6 PSF ROOF PITCH 5 :12 ANGLE = 22.6 ° i WIND PRESSURE ON. PROJECTED AREA OF ROOF -1.73 PSF NET PRESSURE ON PROJECTED AREA 0.0 PSF USE 8.00 PSF ON VERTICAL PROJECTED AREA OF ROOF PER 27.1.5 ASCE 7-10 ZONE 3 WIND PRESSURE PERPENDICULAR TO SURFACE -16.3 1 PSF ROOF PITCH 5 :12 ANGLE = 22.6 WIND PRESSURE ON,PROJECTED AREA OF ROOF -2.66 PSF ZONE 3 WIND PRESSURE PERPENDICULAR TO SURFACE -14.5 PSF ROOF PITCH 5 :12 ANGLE = 22.6 WIND PRESSURE ON PROJECTED AREA OF ROOF 2.37 PSF NET PRESSURE ON PROJECTED AREA -0.3 PSF USE 8.00 PSF ON VERTICAL PROJECTED AREA OF ROOF PER 27.1.5 ASCE 7-10 60 Independence Circle, Ste. 201 0 Chico,'CA 95973 • -(530) 892-1100 • `Fax: 892-1115 )esiga Maps Summary Report I of 2 http://ehp2-earthquake.wr.usgs.gov/desigmnaps/us/summary.phpYtemp... Design Maps Summary Report User -Specified Input Report Title Crook Wed January 6, 2016 22:10:46 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.736320N, 121.68364°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output SS= 0.622g S„w= 0.810g SDs= 0.540g SI = 0.267 g 5t41 = 0.498 g SD1 = 0.332 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building. code reference document. MCEQ Response Spectrum 0.99 0.90- 0.81.- 0.72- 0.63-- 0.54 .900.810.720.630.54 V Ln 0.45 0.3G- 0.27 - r - D.19 0.09-- 0.00- 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Design Response Spectrum 0.60 0.54- 0.49- 0.42-- 0.36-- 0.30- 0.24- 0.12-- 0.12-- 0. OG .540.480.420.360.300.240.180.120.06 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period T (sec) For PGA,.,, T, CRS, and CRI values, please view the detailed report. 1/6/2016 2:10 PM BY: JMR DATE: 116/2016 JOB NO: 2261 PAGE: 9 SEISMIC DESIGN FOR BUILDING USING ASCE/SEI STANDARD 7-10 PER SECTION 12.8.1 SEISMIC BASE SHEAR (V) = Rho(CS )W WHERE CS = Sos / (R / 1) = 0.083 W SDS = 0.54 See attached printout from ASCE 7-10 SDI = 0.332 See attached printout*from ASCE 7-10 R = 6.5 per Table 12.2-1 for wood shearwall IMPORTANCE FACTOR (1) = 1.0 Per Table 1.5-2 For occupancy category 11 Rho = 1.3 Per ASCE 7-10 Section 12.3.4.2 PERIOD OF STRUCTURE (T) = Ct hnx = 0.16 MAXIMUM HEIGHT OF STRUCURE (hn) = 16 FT. Ct = 0.02 FROM TABLE 12.8-2 X = 0.75 FROM TABLE 12.8-2 CHECK CS TL = 16 SEC. PER FIGURE 22-12 FOR T < TL CS = 0.3192 MAXIMUM PER 12.8-3 CS = 0.083 Used for design CS! 1.4 = 0.059 Per CBC Section 1605 (eq. 16-21) USE V = 0.077 W 60 Independence Circle, Ste. 201 0 Chico, CA 95973 • (530) 892-1100 0 Fax: 892-1115 BY: J r-1 ?, DATE: III JOB NO: PAGE 10 OF V e0-7712ryl4-01-oICJ--i- (9k2).oPb+i�oMIs odl VW 0 008(7+x- +..01r, 9 z LE (Z-7 64 2 Oil V�,1 — V, - I , C2 2 =� Jz o2.g� - 0 3 4�. i 2! Jots Sw tS (I I-AL�- 0 F, o Tfi Lac, • 60 INDEPENDENCE CIRCLE, SUITE 201 . CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 - FAX:(530) 892-1115 . LINS A BY: J DATE: JOB NO: 2 S6 PAGE I I OF V5:= V! , v o [ ® ®0 (z -D I Z� 8 -4- . G �� <� IZ� I = I o ► I� 1 -f -t2 (I)--- W S e H t7 U _ K - L45 C � 0Tr1= . I(a -7 iaCoirv� -+9 (.ol&)] 19 0.�j v ND (zea • 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 :- Streamline Engineering 60 Independence Circle, Ste. 201 Chico, CA 95973 and then using the "Printing & Title Block" selection. Title Block Line 6 uescrlDtion : Project Title: Crooks ` Engineer: JMR Protect Descr. Project ID: 2261 re,, I2 Printed: 12 JAN 2016,12:26PM VYood Beam Design BM 1 BM 2 Y; : 3 ' ' ? � i •.' r t : � Ca"' 61 ions'per 20,12 NDS, IBC 2012, CBC 2013 ASCE'T 10. ,. BEAM Size: 6x12, Sawn, Fully Unbraced fb : Actual : Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Pdl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Comor 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads 68.97 psi at 0.000 ft in Span # 1' Beam self weight calculated and added to loads 170.00 psi Point: D = 0.60, Lr = 0.80 k @ 2.0 It +D+Lr+H Point: D=0.60, Lr = 0.50 k @ 4.0 ft +D+Lr+H Point: D=0.80, Lr = 0.90 k @ 6.0 ft Point: D=0.190, Lr = 0.210 k @ 8.0 ft Point: D=0.120, Lr = 0.140 k @ 10.0 ft Desian Summa Max fb/Fb Ratio = 0.699.1 fb : Actual : 937.89 psi at 5.980 It in Span # 1 Fb: Allowable: 1,342.44 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.406: 1 fv : Actual: 68.97 psi at 0.000 ft in Span # 1' Fv: Allowable: 170.00 psi Load Comb: +D+Lr+H Max Reactions (k) D L if S w E H Downward L+Lr+S 0.097 in Downward Total 0.192 in Left Support 1.42 1.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.05 1.05 Live Load Defl Ratio 1427 >360 Total Defl Ratio 720 >180 `Wood Beam Design BM 3, BM 4 c `:. ri..„' _::, Calculationsiper 2012 NDS; IBC 2012; CBC2013, ASCE? 10.' BEAM Size: 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Pril 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: ' D = 0.0160, Lr = 0.0190 k/ft, Trib=14.0 ft DeSlan Summary 6x12, Sawn, Fully Unbraced Max fb/Fb Ratio =- 0.512-1 fb : Actual: 687.13 psi at 5.250 It in Span # 1 Fb: Allowable: 1,343.16 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.303: 1 fv : Actual : 51.43 psi' at 9.555 It in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+Lr+H Density 31.20 pcf Max Reactions (k) D L Lr S w _ E H Downward L+Lr+S 0.066 in Downward Total 0.124 in Left Support 1.25 1.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.25 1.40 Live Load Defl Ratio 1921 >360 Total Defl Ratio 1014 >180 BEAM Size: - 6x12, Sawn, Fully Unbraced Max fb/Fb Ratio = Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prtl 925.0 psi Fv 170.0 psi Ebend- xx Fb - Compr 1,350.0 psi Fc - Perp • 625.0 psi Ft 675.0 psi Eminbend - xx Applied Loads 0.201 :.1. Beam self weight calculated and added to loads Unif Load: D = 0.0160, Lr = 0.0190 k/ft, Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.288-'l fb: Actual: 387.72 psi at 4.250 It in Span # 1 Fb : Allowable: 1,344.56 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.201 :.1. tv : Actual: 34.10 psi at 7.565 ft in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+Lr+H 1,600.0 ksi Density 31.20 pcf 580.0 ksi �. ,...- K e...a+,.i--x...��w«i.�,.,.�.,�x ;��,..�.r,•.w+rt..�r+�,s�•3�,.�„M,w*.+f�;, r4as�•r,-. .r -( t f •,o Max Reactions (k) D L Lr S W . E H Downward L+Lr+S 0.024 in Downward Total 0.046 in Left Support 0.87 0.97 Upward L+Lr+S 0.000 in Upward Total 0.000 in n.-.• n..__-� n n, n n+ _.- --� n -a n-._- •nne -nrn r-•-, n -n n-•.- nnn• ,.nn -4' CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Crooks Residence - Oak Haven Lane Calculation Description: Title 24 Analysis Calculation Date/Time: 10:23, Thu, Jan 28, 2016 Input File Name: 1-27-16 Crooks Oak Haven Ln Res - T24.xm1 CF1 R -PRF -01 Page 1 of 8 GENERAL INFORMATION ENERGY USE SUMMARY 01 Project Name Crooks Residence - Oak Haven Lane ! 02 This building Incorporates features�that require field- estingla id/or verification by atcertified HERS r>iter'under+the supervision of a CEC-approved HERS provider. a4a _ K _ ti tt d � ik 02 Calculation Description Title 24 Analysis 08 Energy Use (kTDV/ft2-yr) 03 Project Location 5121 Oak Haven Lane Compliance Margin Percent Improvement 04 City Chico 05 Standards Version Compliance 2015 06 Zip Code 95973 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 0 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ftz) 1112. 15 Number of Zones 1 16 Slab Area (112) 1112 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available lNo 20 Addition Slab Area (ft2) N/A 21 Glazing Percentage (%) 22.2% COMPLIANCE RESULTS ENERGY USE SUMMARY 01 Building Complies with Computer Performance ! 02 This building Incorporates features�that require field- estingla id/or verification by atcertified HERS r>iter'under+the supervision of a CEC-approved HERS provider. a4a _ K _ ti tt d � ik 03 This building Incorporates one'or more Special _Feajuresshowngbelow 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design --- nMIMI oc"ii,c5 REVIEWED FOR BUTTE CODE COMPLIANCE COUNTY DATE I �$ 16 2016 Registration Number: 216-NO032665C-000000000-0000 Registration Date/Time: 2016-01-28 1 0:32:18 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-08252015-744 DEVELOPMENREport Generated at: 2016-01-28 10:24:51 . SERVICES 13)��7 � / ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 21.43 23.54 -2.11 -9.8% Space Cooling 54.58 48.85 5.73 10.5% IAO Ventilation 1.72 1.72 0.00 0.0% Water Heating 52.54 52.00 0.54 1.0% Photovoltaic Offset ---- 0.00 0.00 ---- Compliance Energy Total 13Qf?��IIT # 1 OZ 126.11 4.16 - 3.2% --- nMIMI oc"ii,c5 REVIEWED FOR BUTTE CODE COMPLIANCE COUNTY DATE I �$ 16 2016 Registration Number: 216-NO032665C-000000000-0000 Registration Date/Time: 2016-01-28 1 0:32:18 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-08252015-744 DEVELOPMENREport Generated at: 2016-01-28 10:24:51 . SERVICES 13)��7 � / CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Crooks Residence - Oak Haven Lane Calculation Description: Title 24 Analysis Calculation Date/Time: 10:23, Thu, Jan 28, 2016 Input File Name: 1-27-16 Crooks Oak Haven Ln Res - T24.xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. Ceiling has high level of Insulation Window overhangs and/or fins HERS FEATURE SUMMARY CF1 R -PRF -01 Page 2 of 8 The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAO mechanical ventilation Cooling System Verifications: Minimum Airflow Verified EER Fan Efficacy Watts/CFM HVAC Distribution System Verifications: Duct Sealing Domestic Hot Water System Verifications: — None — ENERGY DESIGN RATING ; This is the sum of the annual TDV energy consumption f8rAenergy;use compn t;inccluded in-th rpe6 ormana compliance app�oa� fio'�t �erStandard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and component no gulat&by Title 24RPart 6,(such as domestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. rA '� V` r RefererjcelEnergy Else Eriergq Desigri;Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* 207.06 202 90 4.16 2.0% includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type Number of Dwelling Zone Floor Area (ft2) Avg. Ceiling Height Number of Ventilation Number of Water Project Name Conditioned Floor Area (ft2) Units Number of Bedrooms Number of Zones Cooling Systems Heating Systems Crooks Residence - Oak Haven 1112 1 3 1 0 1 Lane ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone 1: House Conditioned Heat Pump 8.0 HSPF/14 SEE1 1112 8 DHW Sys 1 Registration Number: 216-No032665C-000000000-0000 Registration Date/Time: 2016-01.28 10:32:18 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-01-28 10:24:51 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Crooks Residence - Oak Haven Lane Calculation DatelTime: 10:23, Thu, Jan 28, 2016 Calculation Description: Title 24 Analysis Input File Name: 1-27-16 Crooks Oak Haven Ln Res - T24.xml CF1 R -PRF -01 Page 3 of 8 OPAQUE SURFACES ' - 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Front Wall Zone 1: House R-23 Wall W/1 EPS 0 Front 312.7 62.5 90 Left Wall Zone 1: House R-23 Wall W/1 EPS 90 Left 270.4 60 90 Rear Wall Zone 1: House R-23 Wall W/1 EPS 180 Back 312.7 20 90 Right Wall Zone 1: House R-23 Wall W/1 EPS 270 Right 270.4 104 90 Roof Zone 1: House R-49 Roof Attic W/Radiant 0.23 Insect Screen (default) 1112 Window Left Wall (Left -90) ATTIC 01 02 03 04 05 06 07 OS Name Constructiori` _; Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Zone 1: House Attic RoofZone`1: House" Ventilated 5 0.1 0.85 Yes No WINDOWS ' - 01 02 03 ` fi - 04 r05 O6 07 08 09 10 Name Type ece (Orien anon-Azk Muth)' �►idth rea O j tH fight (ft)M a rpli'(ft2) U -factor SHGC Exterior Shading Window 8040 - f1 Window Front Wall (Front -0) 8.0 4.0 1 32.0 0.32 0.23 Insect Screen (default) Window 3036 - f2 Window Front Wall (Front -0) 3.0 3.5 1 10.5 0.32 0.23 Insect Screen (default) Window 5040 - Q Window Front Wall (Front -0) 5.0 4.0 1 20.0 0.32 0.23 Insect Screen (default) Window 5040 -11 Window Left Wall (Left -90) 5.0 4.0 1 20.0 0.32 0.23 Insect Screen (default) Window 5040 -12 Window Left Wall (Left -90) 5.0 4.0 1 20.0 1 0.32 0.23 Insect Screen (default) Glass Door -13 Window Left Wall (Left -90) 3.0 6.7 1.001 20.0 0.33 0.30 Insect Screen (default) Window 2040 Window Rear Wall (Back -180) ---- ---- 1 8.0 0.32 0.23 Insect Screen (default) Window 2040 2 Window Rear Wall (Back -180) ---- ---- 1 8.0 0.32 0.23 Insect Screen (default) Window 3014 Window Rear Wall (Back -180) ---- ---- 1 4.0 0.32 0.23 Insect Screen (default) SGD 6068 - r1 Window Right Wall (Right -270) . 6.0 6.7 1.001 40.0 0.33 0.30 Insect Screen (default) Window 3040 - r2 Window Right Wall (Right -270) 3.0 4.0 1 12.0 0.32 0.23 Insect Screen (default) Window 3040 - r3 Window Right Wall (Right -270) 3.0 4.0 1 12.0 0.32 0.23 Insect Screen (default) SGD 6068 - r4 Window Right Wall (Right -270) 6.0 6.7 1.001 40.0 1 0.33 0.30 t Insect Screen (default) Registration Number: 216-No032665C-000000000-0000 Registration Date/Time: 2016.01-28 10:32:18 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-01-28 10:24:51 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Crooks Residence - Oak Haven Lane Calculation Description: Title 24 Analysis Calculation Date/Time: 10:23, Thu, Jan 28, 2016 Input File Name: 1-27-16 Crooks Oak Haven Ln Res - T24.xml CF1 R -PRF -01 Page 4 of 8 OVERHANGS AND FINS 01 02 Y zY� : 03 ..x+ " $ 't' X04 ? +� h 05 t '*;F6 6V 07 'VTotal Cav_•ity "Winter Design 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Overhang Roof Deck: Wood Siding/sheathing/decking Left Fin Attic Roofs Wood Framed Ceiling in. O.C. Right Fin 0.644 Roofing: Light Roof (Asphalt Shingle) Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up Window 8040 - f1 4.5 0.1 34.5 16.5 0 0 0 0 0 0 0 0 0 Window 3036 - f2 4.5 0.1 25 31 0 0 0 0 0 0 0 0 0 Window 5040 - f3 4.5 0.1 10 44 0 0 0 0 0 0 0 0 0 Window 5040 - 11 7 0.1 24.5 7 0 0 0 0 0 0 0 0 0 Window 5040 -12 7 0.1 13 20.5 0 0 0 0 0 0 0 0 0 Glass Door - 13 7 0.1 2.5 29 0 0 0 0 0 0 0 0 0 SGD 6068 - r1 11 ''' 0.1 2.4 4 0 0 0 0 0 0 0 0 0 Window 3040 - r2 15" 0.1 20 14.5 0 0 0 0 0 0 0 0 0 Window 3040 - r3 15- 0.11 17.5 16.5 0 0 0 0 0 0 0 0 0 SGD 6068 - M 15 0.1 1 7.5 23.5 0 0 0 0 0 0 0 0 0 OPAQUE SURFACE CONSTRUCTIONS 01 02 Y zY� : 03 ..x+ " $ 't' X04 ? +� h 05 t '*;F6 6V 07 'VTotal Cav_•ity "Winter Design Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers • Cavity/ Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofZone 1: House Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) Inside Finish: Gypsum Board Cavity / Frame: R-23 / 2x6 Exterior Finish: Wood R-23 Wall W/1 EPS Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 23 0.063 Siding/sheathing/decking Inside Finish: Gypsum Board Ceilings (below Cavity/Frame: R-9.1 /2x4 R-49 Roof Attic W/Radiant attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 49 0.020 Over Floor Joists: R-39.9 insul. SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft2) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab -on -Grade Zone 1: House 1112 138 None 0.8 No Registration Number: 216-NO03266SC-000000000-0000 Registration Date/Time: 2016-01-28 10:32:18 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFSR-08252015-744 Report Generated at: 2016-01-28 10:24:51 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Crooks Residence - Oak Haven Lane Calculation Date/Time: 10:23, Thu, Jan 28, 2016 Calculation Description: Title 24 Analysis Input File Name: 1-27-16 Crooks Oak Haven Ln Res - T24.xm1 BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (011) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required --- CF1 R -PRF -01 Page 5 of 8 WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Pipe Insulation, All Lines DHW Heater 1 1 .0% WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Volume Tank Type (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Propane Small Storage 50 0.6 40000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION r 01 02 -K n03 _ 04 w 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/1 --- --- --- --- --- --- SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name :Heat Pump System 1:Air Distribution System 1:HVAC Fan 1:2 Heat Pump Heating and Cooling System Heat Pump System 1 Heat Pump System 1 HVAC Fan 1 Air Distribution System 1 s Registration Number: 216-N0032665C-000000000-0000 Registration Date/Time: 2016.01-28 10:32:18 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-01-28 10:24:51 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Crooks Residence - Oak Haven Lane Calculation Dat&Time: 10:23, Thu, Jan 28, 2016 Calculation Description: Title 24 Analysis Input File Name: 1-27-16 Crooks Oak Haven Ln Res - T24.xml CF1 R -PRF -01 Page 6 of 8 HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 Name Type - Heating HSPF/COP Cap 47 Cap 17 Cooling SEER EER Zonally Controlled Multispeed Compressor HERS Verification Heat Pum System 1 Pump y SplitHeatPum P 8 60000 44000 14 12 No No Heat Pump System 1 -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Alrflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Heat Pump System 1 -hers -cool Required 350 Required Not Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 02; 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 Y DuctsAttic' - Sealed�andA ted � � � Attic None Air Distribution System 1-hers•dist HVAC DISTRIBUTION - HERS VERIFICATION �_ _ 01 02 1 x.03 Z)s 00M V 05 '< J . f�06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required 6.0 Not Required Not Required Not Required Not Required HVAC -FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 Registration Number: 216-N0032665C-000000000-0000 Registration Date/Time: 2016-01.28 10:32:18 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 HERS Provider: CaICERTS inc. Report Generated at: 2016-01-28 10:24:51 r CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Crooks Residence - Oak Haven Lane Calculation Date/Time: 10:23, Thu, Jan 28, 2016 Calculation Description: Title 24 Analysis Input File Name: 1-27-16 Crooks Oak Haven Ln Res - T24.xml CF1R-PRF-01 Page 7 of 8 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 41.12 0.25 Default 0 Required Registration Number: 216-N0032665C-000000000-0000 Registration Date/Time: 2016-01-28 10:32:18 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 HERS Provider: CaICERTS inc. Report Generated at: 2016-01-28 10:24:51 - CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Crooks Residence - Oak Haven Lane Calculation Date/Time: 10:23, Thu, Jan 28, 2016 Calculation Description: Title 24 Analysis Input File Name: 1-27-16 Crooks Oak Haven Ln Res - T24.xm1 6 CFI R -PRF -01 Page 8 of 8 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Adrian Starr Company: Signature Date: A 5 Starr Energy Corporation 2016-01-28 10:32:18 Address: CEA/HERS Certification Identification (If applicable):, 2809 Bechelli Ln. City/State/Zip: Phone: Redding, CA 96002 530-275-3350 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business'and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to-lhhe enforceme%agenAy,.for approval with tthis.building permit application. Responsible Designer Name: ' ' R�es�pons�ble Dsner Signatue't Adrian Starr Company: { Date. Signed, . "a 9._ 2016-01-28 10:32:18 A 5 Starr Energy Corporation Address: License: 2809 Bechelli Ln. N/A City/State/Zip: Phone: . Redding, CA 96002 530-275-3350 Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the i. information. Registration Number: 216-N0032665C-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2016-01-2810:32:18 Report Version - CF1R-08252015-744 0. HERS Provider: CaICERTS inc. Report Generated at: 2016-01-28 10:24:51 . Systems Plus Lumber 1800 S. Barney Rd. Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com BUTTE INSPECTION AGENCY COUNTY Timber Products Inspection, Inc. AIR 2 6 2016 105 S.E.124'h Avenue Vancouver, WA 98684 DEVELOPMENT Tel: (360) 449-3138 Fax: (360) 449-3953 SERVICES *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * co. ]CC 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.IOroof/R502.1 Ifloor) TRUSS ENGINEERING LAYOUT YES ❑ No ❑ Qt—A—A T— IlPlail Title rl0tall :i = lnrhided Gable End 85 Wind B 1 Gable End 110 Wind B I Gable End 110 Wind C 1B Hat Truss over 6/12 2 Hat Truss under 6/12 2B Web Bracing Details 3 Valley Fill Frames 4 O en Face Jacks 5 ✓ Toe nail 6 ./ Bearing Block 3.5 7 Bearing Block 5.5 7A Floor , 8 Dbl T/C Notching 9 HVAC ]0 Truss Data -11 ✓ Purlin Gable 1 12_ ✓ BCSI at www.sbcindustr .eom BCSI-BI Summary Sheet at www.sbeindusta.com Systems Plus Job Number 1601-092 Date 01/29/2016 Revision(F Customer Crooks Project Location Chico, CA — O -Z-9 COUNT.' DEVELOPMENT SERVICES PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE BCSI-Bl SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES t:�-que C�rT A PURLIN GABLE DETAIL MII/SAC -12 7/15/2005 PAGE 1 OF 4 I. FIRST• • PURLIN GABL 1 ME THE PURLIN GABLE TO BE LAID ON TOP OF THE GQO . HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE Q TRUSSES BELOW. % SEE DETAIL #2 ----- SEE DETAIL # JACKS \\II II= II= II= SEE SHEET 2 OF 2 FOR ALL DETAILS Western Division "— STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. 7.0• 5x5 3x5 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 BUTTE co BUILDING ®V SIaN 1- AP P RO i/ r/SJ Z O O U U i U- A.S U� U Ci F NO. 0074486 EXP. 12-31-15 .ry CNII �P OF CAL4(OR� APR 2 8 2015 t4 A WARNING. VarkN dr�sgn pmametms and RF" NOTES ONTWS AND INCLUDED AUTEK REFERENCE PAGE AM -7473 REMRE USE. 7777 Green6ad Lane m 09 Design void for use any with MRek conneclors. Ihb.design is based only upon parameters shown. and b for an In&Adual bu&gng component. Sithe Her AppEcob®lyddesign poramenten and proper incorporation of component k responsibility of buOdfng designer - rsol truss designer. Broc6sg shownCIWA HelOhts, CA. 858Nil b Iv Ioterol wpporl of indMd-11 web members only: Addlllond temporary bradng to ksnsre slobmly during eonstwelion Is the-responslbi6ly of the erector. Addilbrsal pemanenl bradng of the overar strtrclure'a the responsiblGty of the bu g, designer. For ge=w guidance regarding tahicotbn, quaSly control storoge.:&ol l , ereclbn and brodng. consuq ANSI/TPII Ouaily UI■Aa, 058-89 end BCSII BuOAng Component M IreiCm Safety Into matlan ava0pble from Truss Pbte Wlilute, 583 D'OnoMo dive, Madison. VA 53719. k PURLIN GABLE DETAIL MII/SAC -12 7/15/2005 PAGE 2 OF 4 16d NAILS 6" O.C. ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 10d NAILS (.131" DIAM. x 3") SPACED 9" O.C. GIRDER 0 �v DETAIL #2 THE P AURLIN GABLE DOES NOT THE F WI TOP CHORD F SECTION. '-ROOF H SHEATHING \ ,PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS TOP CHORD DETAIL #4 1Westem Division 16d SINKER OR 16d BOX O.C. SP CING BY OTHERS THE TOP OF THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN GABLE IS DROPPED LESS THEN ALL THE OTHER HIP TRUSSES. THE BOTTOM EDGE OF THE PURLIN GABLE ALIGNS WITH THE LEFT JQ�� FACE OF THIS TRUSS AND BEARS ON TOP. DETAIL DETAIL #1 APEX — z O a_ OU SU) g� LL DETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER , BUTTE COUNTY BUILDING DIVISION i\ PROV D SO . v NO. 0074486 EXP. 12-31-15 SOF CAL* APR 2 8 2015 Q WARMNO • Dorffg dMgn pernmetvm and BEAD NOTES ON 7MS AND INCLUDED AC77ZK REFERENCE FAOE MU -7473 BEFORS USE. 7777 Gfeenb0dc LanO lull" S l9 109 gnvalid to use only wllh MlAet eonneclas. his design k only uppr�paame en sown.Ono{anuCBruldiBts ownthe Olbn. quOEly eanlsol slarage, Beery. erecllon and bradng, eonsuH ANS /TPII fiuoBly Criteria DSB-89 and BCSIi BuAAnp Component - M..Ak® Solely Irdameflon avaBotsb from Truss Pble tssfllule. 583 D'Oro4b Orlve, Modlson, WI 53719. , ,ei a PURLIN GABLE DETAIL M11/SAC -12 7/15/2005 PAGE 3 OF 4 IIIIIIIIIIIIIr ttt� " 1 ttt� i. JA Elly nu r vn nwwaw.car n.�. western Division PURLIN GABLE _R OR 16d BOX -ING BY OTHERS U-1- i -kIL ff I..�lJ_rPL. MIN \ BUTTE Ct. UNf ► PURLIN GABLEBUIL DING DIVISION \ APPROVED \16d SINKER OR 16d BOX of O.C. SPACING BY OTHERS �f HIP SET TRUSS OQROF O50 NO. C074486 EXP. 12-31-15 ,CA`P DETAIL #2 SUPPL. Pjq�OF LWO�� APR 2 8 2015 A WARRM • V.,If r daslgn pa, ft- and READ NOTES ON THIS AND INCLUDED MFFER REFERENCE PAGE MD•7473 BEFORE USE. 7777 Greenback Lane Sidle 109 Deslpn vo➢d for Vse only wflh Mtfek connectors. TThhis design B ba only upon p�r�ma1ers sFww o d Is for an Individual bu➢d�ng component. Gtrus Halghls, CA, 9581 A bifit of design aroma tars and proper in orporat confponenl h resporssibl➢ly d bnu,��7"pn� designer = no1 Inns de goer. Brag shown h lar tolera� ��pr� of �ridMdup� web members Dory. Addllbnc�erty�orory �ock�g to Iniur� yiabi➢Iv duringFeonsinsclbn tithe resporWbil➢ly of the erec bor. Aodrllonal pemwnBnl hrodna of the wma➢ stnxlure k the responslW➢N of (ha bu4cMgg designer• ar 9enerd guidance ragarding labricalbn. quolry control s wge, de ery, ereclbn and txadng, consu ANS RPI1 Guallty 6ltedo, 050-89 and BC517 BUBding Component M iTek�' Solely Inlomso8on available from Tom Pble trntllute. 593 D'OroMo Ddve. Mad'eon, V✓I 53719. m, �i PURLIN GABLE DETAIL MII/SAC - 12 7/15/2005 PAGE 4 OF 4 MITek Industries, Inc. Western Division 16d SINKER OR 16d BOX TYPICAL — — — e2-0-0 RIDGE BLOCKING PURLIN GABLE FIRST COMMON 2X BLOCKIN W/CONNECTIONS W/FRAMING CONNECTORS BY OTHERS LAST HI r DETAIL #3 SUPPL. 012 TIGHTLY SET JOINT \ 6 I 1 . I PURLIN GABLE 2 HIP SET TRU S ROOF SHEATHING BY OTHERS DETAIL #4 SUPPL / HIP SET TRUSS 0-0-12 ROOF SHEATHING AND DIAPHRAGM �..j / Q�OFE NAILING BY OTHERS\ I F �OOSOO �' NO. C074486 .� EXP. 12-31-15 CIVIL P \ PULIN GABLE HIP q�OFCAIhO�� APR 2 8 2015 DETAIL #4A SUPPL OL WARMNG - Verify d..(-Q. parameters and READ NOTES ON TMS AND MCLUDED ROTEK REFERENCE PAGE MU-7473 DEi'ORE USE. 7717 Greenback Lane m , State OB Dmlpn vo5d Iq use Doty with A4Tek conneclars. TNs design b bo ed Doty vporl por�ma1ars zhown aid Is 10[ an IndHidual building eornponen . Gtrvs�elphts, C!� 9561 AOD6wbON o design amenlers and proper In4orporal ono component [s responsib0ty of b mg cosigner -not truss designer. &�c�ng sown k 11�a lalesafwo port of n�c9ivtduol web me Herz onM. Addi�brm�lengserary brod�g t In tor��,51�_y durfrw eonslruclion h the responsiblAly of the erggeetd. Ad�Pbnol ppeerrRImn�e�l Ixodnqq o�the overa5 st �fure h the responslbi5ly of �e bugg destgner.Tror 9aneral guWonca regarding - M iTek/ labrrcclbn, qua5ly eonlrol sloroge, delivery, ereellon a bracing, consult ANS /IPIt qua6ly CrlleAo, DSB•99 and BC511 Butlding Component Sa1�M inlarmatton avo5able bore Truss Plate Institute, 567 D'Onohb DAve, IAodlson WI 53719. ` SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-BI SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (M11/SAC51 & Mll/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. M iTek MiTek USA, Inc. 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 - Telephone 916676-1900 Fax 916-676-1909 May 14, 2015 . Systems Plus Lumber Co. 1800 S. Barney Rd. .Anderson, CA 96007 Dear Customer, ' The connection of the top chord of the open end jacks from the California hip system to the flat top chord section of the hip truss with two 16d toenails can be regarded as effective lateral bracing for the flat section of the top chord of the hip truss. Nails may be :installed from .the end jack to the hip truss or from the hip truss to the end jack or a combination of the two. If you have any questions, please contact me at 1-800-772-5351. . Sincerely, Q ° 101410 LU . No C76428 EXP. 12-31-1 b CNIV OF Marcos C1►t Marcos A. Hernandez, P.E. Senior Engineer Western Engineering Operations 1) DETAIL FOR COMMON AND END JACKS M11/SAC - 8 -40PSF 3/30/2004 PAGE 1 MAX LOADING (psp H" BRACING I MiTeR Industries, Inc. TCLL 40.0 tes ncrease 1.1s TOP CHORD Sheathed. Western Division TCDL 14.ca 0 umber Increase 1.15 • BCLL 0.0 Rep Stress InYES BOT CHORD Rigid ceiling directly applied. BCDL 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF 145OF 1.3E LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF 1450F 1.3E AS DESIGN REO'D 20'-0" MAX SPLICE CAN EITHER BE 9X6 MT20 PLATES OR 22" LONG 2X4.SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE WI (.131"X3.0" MIN) NAILS Q 3" O.C. 2 ROWS 24-0 NOTE: TOP CHORD PITCH:.3/12-8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. i SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162 -DIA. X 3.5') LGT TOE NAILS SUPPORTS SHALL BE PROVIDED Q 4'-0' O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WI E (0.162DW. X 3.5" LGT) TOENAILS V 3X4 - - CONN. W2 16d COMMON WIRE (0162'DIA X 3.5" LGT) TOE NAILS ' 6-0.0 6-0-0 --------- EXT. L- 40.0 2-0EXT. 2.0.0 .•••Y r EXT. . EXT- 2-0.0 Y ••• CONK W/3 16d COMMON WIRE (0.162"DA X 3.5"•LGrT) TOE NAILS ¢ti 2 - IXIR BOTTOM CHORD LENGTH MAY BE 7-0* CONN. W216d COMMON WIRE(Q762DAX 3.5') LGT \/ = OR A BEARING BLOCK. 3X4 TOE NAILS OR SEE DETAIL MI11SAC-7 FOR 2-0.0PRESSUREBLOCKING INFO. 8.0-0 NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. SEP 0 1 1015 e Q. WAlt WAG . V—W dealgn porarnibm and READ NO7E6, oN 77ilS AND D=UDED NJTER AEFEUNC51 PAGE MU -7473 BEFORS VS& - Design va0d for use'onty wflh Mrrek connectorL-Thb design Is based only upon parameters shown and Is for an Individual buflding component. b of bu" designer • not truss designer. Brading shown TM G 9011b8dc Lane CIWs Heights, CA. 9581af ' AppicabRly of design paromenters and props hscarporaflon of component respordbilly las Ioferalsvppod al krdNWual web member only. Addilional lemporary bracing to insure iloWly during construction Is the responslblNly or the Is erector. Additional permanent bracing of the overall ilruclure Is the responsiblIlly of the building designer. For general guldonce regarding labrlealron gw91y control storage. delivery. ereelbn ars. trocing. conaA ANSI/RIl Quality Criteria. DSB•B9 and BCStI Bulldinp Component ®�® Safely Infermatlon available fromiruss_Pble Imtitufe. 56i D'Onofrio Drive, Madison M 53719. JANUARY 1, 2009 L -BRACE DETAIL ST - L -BRACE MiTek USA, Inc. Page 1 of 1 0 00 0 00 a MiTek USA, Inc. _ Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d 8" o.c. 2x4, 6, or 8 16d 8" o.c. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) I WE Nails Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. L -Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 "' 2x6 1x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. vA Web L -Brace must be same species grade (or better) as web member. L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 2x6 2x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. BU17E COUNTY" BUILDING DIVISION APPROVED l�lllgy MiTek� MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1601-092 Fax 916/676-1909 Crooks 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: R46434905 thru R46434944 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 4Q�OFESS►ONq( SUTTE ,;�OILIN` Y C76428V v * EXP. 12/31/2016 ti WL January 28,2016 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Re: 1601-092 Fax 9161676-1909 Crooks 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: R47118359 thru R47118360 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Q�OF ESSIOA11Z =CSO ON I0 C 76428 Pz2;o 0 * ��y EXP.12/3112016 ti sT April 20,2016 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. MY MiTek' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1601-092 Fax 9161676-1909 Crooks 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: R47022358 thru R47022362 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Q�pFESS 1ONg4 =��O ONIO h, F.Lc C 76428 z p * EXP. 12/31/2016 N CIV �Q l/ April 11,2016 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type i SA3 6-1-fi 3-6.14 Ply Crooks CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 846434905 1601-092 A01 GABLE 10ty 1 1 I Vert(TL) -0.06 S -U >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 Jab Reference(optional) SYSTEMS PLUS LUMBER CO. ANDERSON, CA 7.640 s Sep 29 2015 MRek Industries, Inc Thu Jan 28 12:48:44 2016 Page 1 ID:gKdM2UGJvKsoA5Ks023WwzrTYl-zVC WbJXoDxTIKOLHGGo4ROy3atSheAL W_fEH26zgo9H -2:U X6.6.0 12-3-0 t 18.0-g 23-9-0 I 29-6-0 31-11-4 I 36-0-0 2-0-0 40-0 2.6-0 5-9-0 &9.0 5-9-0 5-9-0 2-5� 4-0.12 Scale = 1:69.1 6x6 = NAILED NAILED NAILED NAILED NAILED NAILED 5.00 F12 NAILED NAILED NAILED 3x4 = NAILED 3x4 =NAILED 3x10 = 3x4 = NAILED NAILED 6x6 = 3x4 — NAILtU X 13 NAILLU NAILLU U BL NAILtU SBM NAILCU P BN NAILLU Jx4 — BO AA z Y W V T R O O N M 3x5 = JUS24 NAILED 3x4 = 3x4 = 5x6 = 3x4 = 3x4 = JUS24 NAILED 3x5 = NAILED NAILED NAILED NAILED NAILED NAILED NAILED 15-47 20-7-9 26.3-12 32-5-2 i 3 — 4.11-0 58..1 i ( 5-8411-3.2 i SA3 6-1-fi 3-6.14 Plate Offsets (X,Y) - [B:0-0-2,Edge), [F:0-2-0,0-0-8], [13:041-1,0-1-81, (K:0-0-2,Edge), [T:0-3-0,0-3-0], (AM:0-0-0,0-0-0], [AM:0-0-0,0-0-0], [AO:0-0-0,0-0-0], [A0:0-0-0,0-0-0], FAR•0-0-00-0-01, [AkO-0-00-0-0J IAT:0-0-0 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.02 S -U >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.21 Vert(TL) -0.06 S -U >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 AY n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 194 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Stud/Std G be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 32-" except Ot=length) B=0-5-8. (lb) - Max Horz B=56(LC 27) Max Uplift All uplift 100 Ib or less at joint(s) R, V except B=-293(LC 19), AA=-463(LC 27), X=-251(LC 19), U=-192(LC 21), S=-192(LC 22), P=249(LC 20), M=-457(LC Max Grav All reactions 250 Ib or less at joint(s) N. O, O, Z. Y, W except B=365(LC j �� ("� �� Y40), AA=721(LC 1), X=604(LC 43), U=776(LC 44), S=776(LC 43), P=604(LC 44), M=721(LC 1), K=365(LC 39), K=352(LC 1) BUILDING DIVISION FORCES. (Ib) - Max. Ten. - All forces 250 (Ib) or less except when shown. /� y� 91/48Max. TOP CHORD B -C=-4911487, D -BB= -335/356, E -BC= -254/273, E -BD= -320/339, F -BE= -288/307, �� dal/ F -BF= -288/307, H -BG= -320/338, H -BH= -254/273, I -BI= -336/357, J-K=A74/470 9{�` BOT CHORD B -BJ= -420/488, AA -BJ= -285/351, Z -AA= -323/352, X -Y=-241/270, X -BK= -319/330, U -V=-370/381, U -BL= -292/311, S -BM= -292/311, R -S=-370/381, P -BN= -319/330, O -P=-234/271, M -N=-316/352, M -BO= -285/339, K -BO= -020/476 WEBS D -AA= -393/403, D -X=-414/440, E -X=-509/573, E -U=-545/608, F -U=-513/568, F -S=-513/568, H -S=545/608, H -P=-509/573, I -P=414/438, I -M=3931401 NOTES- (17) 9,pFESS10/V4 1) Unbalanced roof live loads have been considered for this design. COQ `� O N I O L' �2C 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS ` 7 (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 �P F� ) 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry 4/ �. f11 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.J VO Ci ]6428 Z M 4) Provide adequate drainage to prevent water ponding. 5) All plates are 20 MT20 unless otherwise indicated. Q EXP. 121311216 n1 6) Gable studs spaced at 2-0-0 oc. * �y 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-" tall by 1-0-0 wide will fit between the bottom chord and any other members. ST CIVI's. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) R, V except (jt=1b) OFC B=293, AA=463, X=251, U=192, S=192, P=249, M=457, K=301, K=301. January 282016 WARNING - VaMy design {ra..at— end READ NOTES ON THIS AND INCLUDED MITEI( REFERANCE PAGE Mi) -7473 rev. 10/0]8015 BEFORE USE Design vara for use only with Melo connectors. This design is based on�pan parameters shown, and is lot an individual building component, not a truss system. Before use, the building designer must verify the applicabi of design parameters and property incorporate the design into the overall building design. Bracing indicated it to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is akvays requited for stability and to prevent collapse with possible personal bry quand property damage. For general guidance regarding the 7777 Greenback Lane fabrication, storage, delivery. erection and bracing of trusses aro tens systems, see ANSI/fPll Quality Criteria. DSR -89 and BCSI Building Component Safety Information available from Truss PaSuite 109 Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heinhts.CA 95610 Job Truss Truss Type Qty CrooksR464349051601-092- A01 GABLE 1 jPly11 1 Job Reference(optional) 5731 bM3 P Ub LUMMK k.V,-- ID:gKdM2UGJvKsoA5Ks023WwzrTYt-zVCWbJXoDxTIKOLHGGo4RQy3atSheALW fEH26zgo9H NOTES- (17) 11) This truss has been designed for a total drag load of 3500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-" to 36-0-0 for 97.2 ply. 12) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 13) Use USP JUS24 (With 1 O nails into Girder 8 10d nails into Truss) or equivalent spaced at 27-10-8 oc max, starting at 4-0-12 from the left end to 31-11-4 to connect truss(es) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED' indicates 3-10d (0.148"x3") or 2-12d (0.148'x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 16) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). " 17) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptf) Vert: A -D=-60, D-1=-60, I -L=-60, AV -AY= -20 Concentrated Loads (lb) Vert: AA= -295(F) E= -85(F) F= -85(F) H= -85(F) M= -295(F) T= -38(F) N= -35(F) 0=-38(F) 0=-38(F) R= -38(F) 2=-35(F) Y= -38(F) W= -38(F) V=38(F) BB= -85(F) BC= -85(F) BD= -85(17) BE= -85(F) BF= -05(F) BG= -85(F) BH= -85(F) 81=-85(F) BJ= -93(F) BK= -38(F) BL= -38(F) BM= -38(F) BN= -38(F) BO= -93(F) ®WARNING- verfy, design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. 10/0]2013 BEFORE USE Design valid for use only with Wek® Connectors. This design i based onl1yy upon parameters shown. and is to on individual building component, not a truss system. Before use. the building designer must verify me opplicabGay 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 fabricotion. storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria. DSB•89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. IN MiTek- - 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply Gooks WEBS 1 Row at midpt F -L MiTek recommends that Stabilizers and required cross bracing I 846434906 1601-092 A02 Hip 1 1 LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 Job Reference(optional) bib i curb Mub LUM—nw, ID:gKrjM2UGJvKsoA5KsC 23WwzrTYt-RimupfXQ_Fb9xawTgzJJzdUGVGguNUUfDJzgbYzgo9G I I 1&2-0.0 4 40 21-2-0 27-60 462-0 2.0-01 06 6 6-4-0 6-4-0 Scale = 1:68.0 5x6 = 5 00 � _ 3x5 = 3x5 = 5x6 = r U N M I 2x4 II 3x8 = 2x4 II 5x10 = 3x10 MT20HS = 5x10 = 3x8 = 3x4 = 4-2-12 8.6-0 18-0-0 1 _. __27-6-0 31-94 360-0 Plate Offsets MY)- [13:0-4-2.0-1-81,11:0-4-2.0-1-81 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt F -L MiTek recommends that Stabilizers and required cross bracing LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.17 M -O >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.66 Vert(TL) -0.65 M -O >589 180 MT20HS 165/146 BCLL 0.0 ' Rep Stress Ina , YES WB 0.82 Horz(TL) 0.13 K n/a Na BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 161 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) 8=1359/0-5-8, K=1761/0-5-8 Max Harz B=-70(LC 9) Max UpliftB=-185(LC 4), K=-311(LC 5) Max Grav B=1371(LC 19), K=1761 (LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt F -L MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. . TOP CHORD B -C=-2539/295, C -D=-2357/311, D -E=-2135/304, E -F=-2656/391, F -G=-1087/186, G -H=-1193/185, H-1=-2491796 BOT CHORD B -P=-226/2292, O -P=-226/2292, N -O=-366/2736, M -N=-366/2736, L -M=-327/2392, K -L=-691/280, 1-K=-691/280 WEBS D -O=-7/565, E -O=-753/186, F -M=0/472, F -L=-1502/294, H -L=-274/1847, H -K=-1690/296 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt --1b) B=185, K=311. 9) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION QCLOFESSIO/V ON10 i C 76428 z 0 * EXP. 12/31/2016 qT _ CIVIv \FOF CAI January 28,2016 A& WARNING . wedly design peremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev. f 0/0110/3 BEFORE USE �- Design valid for use only with MiTek0 connectors. This design is based onN upon parameters shown. and is for an individual building component, not a truss system. Before use. the building designer must verify Me opplicabi uy of design parametersand property incorporote this design info the overall building design. Brocing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- ts ahvoys required to stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback lane fabricof*n, storage, delivery- erecfion and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component Suite 109 SafetyInfcrmaBon available from Truss Plate Institute: 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Chios Heights, CA 95610 Job Truss Truss Type ally Ply crooks 1.15 ' TCDL 10.0 Lumber DOL 1.15 R47118359 I 1601-092 A03 HIP 1 1 Code IBC2012/TP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.18B1rG job Referen oplionall brbttMS Y UJ LUMatrt Uu, ANUt-U.. t-Ia u" � <o,a mn sin nmuauma, mom. . n - , ray. , Yt-LAyNGZAtvAE ID:gKdM2UGJvKsoA5KsO23WwzrTGJXV1yO2voHw_1 me4Z4eWhkOLrz0p51 •2.0-0 I 56-14 1 10-60 + 15-6.0 I 18.0.0 1 20-6-0 I 2560 31-9-4 I 36-0-0 36-0-0 0 5614 411.2 50.0 2-60 2-6 0 0 50 634 4.2-12 2-0-0 Scale = 1:69.1 6x6 = 2x4 II 2.4 II 6x6 = U • P V M L " 4x8 - 2x4 II 400 = 4x12 = 3x10 = 4x12 = - 4x10 = 2x4 II 4x8 = 4x4 = "4x4 = r 5614 I 10-60 1i 5-5.0 1 1800 I 20-6-0 25-60 5614 4-11-2 500 2-8-0 2-60 500 634 4-2-12 Plate Offsets (X.Y)- [13:0-" .0-0411, 11.0-".0-0-41 [L:0-3-8.0-2-01, [M:0-3-8.0-1-1121, [0:0-3-8.0-1-121, fP:0-3-8.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.52 TCDL 10.0 Lumber DOL 1.15 BC 0.78 BCLL 0.0 ' Rep Stress Ina YES WB 0.85 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.18B1rG BOT CHORD 2x4 OF N0.18Btr G *Except' M-0: 2x6 OF SS G WEBS 2x4 DF Stud/Std G DEFL. in (loc) 1/de0 Ud Vert(LL) -0.24 O -P >999 240 Vert(TL) -0.79 O -P >486 180 Horz(TL) 0.09 K n/a n/a PLATES GRIP MT20 220/195 Weight: 176 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: 6-0-0 oc bracing: K-L,I-K. Mi-rek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) B=1454/0-5-8, K=1866/0.5-8 Max Horz B=83(LC 12) Max UpliftB=-79(LC 4), K=-172(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2772/45, C -D=2419/57, D -E=-2382/25, E -X=-2381/24, X -Y=-2381/24, F -Y=-2381/24, F -G=-2383/25, G -H=-1569/33, H -I=-239/596 BOT CHORD B -O=-4/2515, P -O=-4/2515, O -P=0/2164, N-0=0/2385, M -N=0/2371, L -M=0/1395, K -L= -087/266,1-K=487/266 WEBS C -P=-355/180, D -P=0/394, G -L=-540/110, H -L=-106/1922, H -K=-1694/197, E-0=362/22, F -M=-566/33, D-0=0/465, G -M=0/1342 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. It: Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33, 3) 200.01b AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 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 lb uplift at joint(s) B except (jt=1b) K=172. 9) "Semi-figid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) WARNING' Engineering is void unless truss is fabricated by Systems Plus Lumber Co. IA Q�Of ESSIOA14 ON10 yF,A1 C2 C 76428 7 fY Q any EXP. 12/31/2016 ^� Lr� clvl�. 'qrFOF C N -W April 20,2016 ® WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED N/TEK REFERENCE PAGE I1IF7473 rov. f 0/0312015 BEFORE USE ' Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parometers and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITek- rs 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 Lacing of trusses and inns systems, see ANSI(TPII Ouailly Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane or Safely Irdmahon available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. - Suite 109 Citrus Heights, CA 95610 A, ram Job Truss Truss Type Qty Ply Croaks LOADING (psi) SPACING- 2-0-0 CSI. ESS/ONq DEFL. in 847118360 1601-092 A04 HIP 1 1 I Q -R >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.83 Job Reteren tia SYSTEMS PLUS LUMBER CO, ANDERSON, CA 1.640 s Sep 29 2015 Mi ex industries, Inc. Wed Apr au 11:38:36 2016 rage ID:gKgM2UGJvKsoA5KsQ23 WwzrTYI-pMWITvBVhBM6ct5hJfxHROp51R53p6jnILT_tHzOp5H -2-0.0 4-2.12 6-614 8-0-6 12-&-0 15-6-0 18-0-0 20-6-0 23-6-0 27-7-10 31-9-4 36-0-0 38-0-0 2-0.0 4-2-12 2.4-2 1-9-8 4-1-10 3A-0 2-6-0 2-6-0 3-0.0 4-1-10 4-1.10 4-2-12 2-0-0 Scale = 1:69.1 Vo1F 6x6 = 2x4 II 2.4 II 6x6 = 3x8 - 4x5 = 3x4 = 4x10 = 300 - 4x10 = 3x4 = 4x5 = 3x8 = 4x5 = 4x5 = i 4 2 12 66 14 I 12-60 I 15-60 + 18-0-0 4-2-12 2 1 2 5-11-2 3-0-0 2-60 �0-6-0I 2-6-0 3.0.0 31-9-0 l 36-0-0 63-4 4-2-12 Plate Offsets (X YS- fB 0.4-2 D-1-81 (K-0-4-2 0-1-81 10.0-2-0 0-1-81 IQ'0-2-0 0-1-81 2) Wind: ASCE 7-10; Vu11=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; CaL II; Exp C; enclosed; MWFRS LOADING (psi) SPACING- 2-0-0 CSI. ESS/ONq DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.55 fit between the bottom chord and any other members, with 7) A plate rating reduction of 20% has been applied for the green lumber members. Vert(LL) -0.19 Q -R >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.83 Q EXP. 12/31/2016 m Vert(TL) -0.59 Q -R >647 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(TL) 0.10 M We n/a April 20,2016 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 190 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-10 oc purlins. BOT CHORD 2x4 DF No.18Btr G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: O -Q: 2x6 OF SS G 6-0-0 oc bracing: K -M. WEBS 2x4 OF Stud/Std G WEBS 1 Raw at midpi I -M MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1452/0-5-8, M=1868/0.5-8 Max Horz B=-97(LC 13) Max UpliftB=-65(LC 8), M=-147(LC 5) FORCES. (lb) - Max. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2764/0, C -D=-2726/28, D -E=-2180/9, E -F=-1983/0, F -Z=-1983/0, Z -AA= -1983/0, C U O �NY GAA= -1983/0, G -H=-1986/0, H -I=-1648/0, I -J=-231/645. J -K=-281/655 V BOTCHORD B -S=0/2492, R -S=0/2258, O -R=0/1958, P -Q=0/1986, O -P=0/1972, N-0=0/1490, M -N=0/1108, BUILDING K -M=-5561309 v#vSS+O WEBS E -R=-30/569, 1-M=-2 J -M=-277/132, D -S 60/346, /iJ T i NV , F -Q=-44/77, G -O=-496, 0/292,9, D -R=-379/166, F -Q=-340/0, G -O=-589/5, E -Q=0/292, H-0=0/1071 //�\ P � C NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; CaL II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 200.0Ib AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 4-0.0 apart. ESS/ONq 4) Provide adequate drainage to prevent water ponding. live loads. SOF 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other ' for live load 20.Opsf the bottom in areas a rectangle 3-6-0 tall by 1-0-0 wide will Q r ONJO 2 6) This buss has been designed a of on chord all where BCDL = 10.Opsf. �� ( y Q F� C) fit between the bottom chord and any other members, with 7) A plate rating reduction of 20% has been applied for the green lumber members. �� Gj 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except Qt=1b) J C 76428 Z M=147. 9) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q EXP. 12/31/2016 m 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �9 CIVIL "-'OFCA April 20,2016 AWARNING - Vertry design parameters andREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev. 10101,2013 BEFORE USE Design valid for use only with MirekS connectors. This design is based only upon parameters shown, and is for on individual building component, not • a truss system. Betae use. the building designer must verify the applicabbly of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSIITPII Quality Criteria, DSB-89 and BCSI BuOding Component 7777Greenback Lane Safety InformaBon available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandra- VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty PlyCrooks 20.0 Plate Grip DOL 1.15 TC 0.27 TCDL 10.0 847022358 1601-092 A05 HIP 1 1 YES WB 0.86 BCDL 10.0 Code IBC2012fiP12007 (Matrix -M) Job Reference tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, mc. sal Apr ue us:ue:ua'u" raga ID:gKIM2UGJvKsoA5KsQ23WwzrTYt-H4o4UyslUHnXOnnz2Y13gXeBfrjcKHyEQJN333zS WrP r2i 1-2 12 7 614 f a� 6 I 14-6-0 176.0-0 1 21-60 26-7-10 1 31-9-4 i 36.0.0 — r_36 -D -a 4-2.12 3.4-2 1-9-8 5-1-10 1-60 5-6-0 5.1-10 5-1-10 4-2.12 2-0-0 Scale = 1:69.1 5x6 = 5x6 = 4x6 = 21r4 II 44 —_ 402 = 402 = 4x10 —_ 20 II 4x5 = 4x8 = 4x4 = 4x6 = 4-2-12 7-6-14 94-6 14-6-0 160.0 1 20-0-0 X7.6-0 1 23-11-15 26-7-10 31-9-4 360.0 LOADING (pst) SPACING- 21M CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.27 TCDL 10.0 Lumber DOL 1.15 BC 0.46 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 BCDL 10.0 Code IBC2012fiP12007 (Matrix -M) DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.15 P-0 >999 240 MT20 2201195 Vert(TL) -0.47 P-0 >818 180 Horz(TL) 0.07 K n/a n/a Weight: 208 Ib • FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btr G *Except' TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins. E -F: 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x6 OF SS G *Except* 6-0-0 oc bracing: K-L,I-K. N -P: 2x4 DF No.1&Btr G MiTsk recommends that Stabilizers and required cross bracing 4) Provide adequate drainage to prevent water ponding. WEBS 2x4 DF Stud/Std G be installed during truss erection, in accordance with Stabilizer O /y q `F2 Installation guide. fit between the bottom chord and any other members, with BCDL = 10.Opst. REACTIONS. (Ib/size) B=143910-5-8, K=1881/0-5-8 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 81 Ib uplift at joint B and 122 Ib uplift at joint Max Harz B=-110(LC 9) K. Max UpliftB=-81(LC 8), K=-122(LC 5) 9) "Semi- igid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.Cr FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. TOP CHORD B -C=-2972/27, C-13=2592/0, D -E=-1845/0, E -W=-1708/0, W -X=-1708/0, F -X=-1708/0, "i Y COUNTY F -G=-1848/0, G -H=-1429/0, H -I=-2851694 BOTCHORD B -R=-6412725, Q -R=64/2725, P-0=0/2343, O -P=0/1718, N-0=0/1671, M -N=0/1663, B� uILDINO DIVISION L -M=0/1264, K -L= -596/317,1-K=-596/317 WEBS G -L=-085/103, H -L=-74/1941, H -K=-1663/139, G -M=0/514, E -P=0/327, F -N=13/298, /" \ / April 11,2016 D -Q=0/439, C-0=-403/103, D -P=-830/201 te,�•d O `rli/ D NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 200.Olb AC unit load placed on the lop chord, 18-0-0 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. FES$IQ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-0-0 wide will O /y q `F2 OQ \�ONIO fit between the bottom chord and any other members, with BCDL = 10.Opst. C� 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 81 Ib uplift at joint B and 122 Ib uplift at joint 2m K. U= O� C 76428 9) "Semi- igid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.Cr __J c) z 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. EXP. 12/31/2016 m CIVIL �TFOF CALIF April 11,2016 ,& WARNING - Vedfy des/gn parametan and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IAII.7473 rev. IOM31MI5 BEFORE USE Design valid far use only with MTekG connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use. the building designer must verity the oppfcabirily of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- is alwoys requiFed for stability and to prevent collapse with possible personal injury and property damage. Fp general guidance regarding the fobricat'wn. stooge. defivery. erection and dating of trusses antl truss systems, see ANSI/TPII Quality Criteria. DSB•89 and BCS/ building Component 7777Greenback Lane Safely Maw ation available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Hrtiaht.. CA 9 610 Job Truss Truss Type Qty Ply Crooks 1.15 TC 0.47 TCDL 10.0 Lumber DOL 1.15 R47022359 1601-092 A06 HIP 1 1 Code IBC2012(TP12007 (Matrix -M) LUMBER - Job Reference tiara/ SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MTek Industries, Inc. Sat Apr 09 05:08:05 2016 Page 1 ID:q"M2UGJvKsoA5KsQ23 WwzrTYt4HMShItV safes, Oez7cbWzS Wr0 4 2-0-0 42-12 1-8-7 3-11.3 1-0-4 4-3-6 -0.0 3-0-0 -0-0 St -10 6-1-10 42-12 2-0.0 Sole = 1:70.9 olr Soo 12 5x6 = 4x4 5x6 =4x4 u r a r — 4x6 — 2x4 II 08 = 4x10 = 3x10 = 4110 = 08 = 2x4 II 06 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.47 TCDL 10.0 Lumber DOL 1.15 BC 0.80 BCLL 0.0 ' Rep Stress Ina YES WB 0.81 BCDL 10.0 Code IBC2012(TP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF N0.18Btr G BOT CHORD 2x4 DF No.1&Btr G *Except* Q -S: 2x6 OF SS G WEBS 2x4 DF Stud/Std G 4x4 = 4x4 = DEFL. in (loc) Vdefl L/d Vert(LL) -0.28 S -T >999 240 Vert(TL) -0.75 S -T >507 180 Horz(TL) 0.11 M n/a n/a PLATES GRIP MT20 2201195 Weight: 190 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-1 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: O-P,M-O. F ek recommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer allation uide. REACTIONS. (Ib/size) B=150310-5-8, 0=1418/0-5-8, M=398/0-5-8 Max Horz B=123(LC 8) Max UpliftB=-111(LC 8), 0=-138(LC 9), M=-116(LC 8) Max GravB=1503(LC 1), 0=1665(LC 22), M=431(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2868/89, C -D=2565/64, D -E=-2461166, E -F=-1997/0, F -AD= -867/0, G -AD= -821/0, GH= -773/0, H -AE= -925/0, I -AE= -975/0, I -J=-1977110, J -K=-1754/25, K -L=-1855/12, L -M=-849/472 BOT CHORD B -U=-136/2595, T -U=-136/2595, S -T=-4012331, R -S=0/1790, Q -R=0/1781, Q-AF=0/1656, P-AF=0/1656, O -P=-392!775, M -O=-3921775 WEBS J -P=-398164, L -P=-67/1827, L -O=-1548/201, FS= -11/449, I -Q=-27/334, F -V=-999/129, V -W=-1015/130, I -W=-985/124, E -T=0/362, C -T=-277/101, E -S=807/204, H -W=53/293 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 200.01b AC unit load placed on the lop chord, 18-0-0 from left end, supported at two points, 4-0-0 apart.. Q ,OFESS10& 4) Provide adequate drainage to prevent water ponding. �O �� O N I C' y �yC 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 • _ �Q F,PA fit between the bottom chord and any other members, with BCDL = 10.Opsf. `i eft 7) A plate rating reduction of 20% has been applied for the green lumber members. Q6 C 76428 Z 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint B, 138 Ib uplift at joint O Of and 116 lb uplift at joint M. Q EXP. 12131120 6 m 9) "Semi-rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. * �y 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OF M,F��\P April 11,2016 ,& WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE N11-7473 rev. 10(03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This deign is based only upon porometers shown, and is for an individual budding component, not ' a truss system. Before use. the building designer must verity the appricabifify of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- a always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and biocing of trusses and husssystems. see ANSlJrPil Quality Criteria, DSB-89 and SCSI Bullding Component 7777 Greenback Lane Safely Information wollable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandra, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Crooks 1.15 TC 0.54 TCDL 10.0 Lumber DOL 1.15 846434911 I 1601-092 A07 COMMON 1 1 Code IBC20121rP12007 (Matrix -M) LUMBER - Job Reference(optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 a ID:gMM2UGJvKsoA5KsQ23eWwuTYt-KT7Pf1 bx2U5aOBEE3pOF8TtvN zuJHMF8ra29 2015 stries, Inc. Thu Jan 28 12:48:49 2016 2kJzgo9C n �14 111 31 42-12 2-2-7 48-3 •1-4 3-3-6 2-60 2-60 4-410 610.10 4-2-12 2-0-0 Scale = 1:66.8 oI! 3x10 = 5.00 12 4x8 — 2x4 II 3x8 = 4x12 = 3x10 _ 4112 = 3x8 = 2x4 II 4x8 = 4x5 = 4x5 = 4-2-12 65-3 11-1.6 15-6-0 18'?- O 20 60 I 2410-10 31-9-4 I 3�M LOADING (psf) SPACING- 2-M CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.54 TCDL 10.0 Lumber DOL 1.15 BC 0.97 BCLL 0.0 ' Rep Stress Ina YES WB 0.89 BCDL 10.0 Code IBC20121rP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 OF NoA&Btr G *Except* P -R: 2x6 OF SS G WEBS 2x4 OF Stud/Std G DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.29 R -S >999 240 MT20 220/195 Vert(TL) -0.96 R -S >398 180 HOrz(TL) 0.12 L n/a Na Weight: 189 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=1557/0-5-8, N=1250/0.5-8, L=513/0-5-8 Max Harz B=-134(LC 13) Max UpliftB=-67(LC 8), N=-338(LC 9), L=-8(LC 8) Max Grav B=1557(LC 1), N=1508(LC 22), L=567(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2958!7, C -D=-2714/0, D -E=-2011/0, E -AA= -1934/0, F -AA= -1881137, H -I=-1977/44, I -J= -1784/13,J -K=-188510, K -L=-1187/259 BOT CHORD B -T=-73/2674, S -T=73/2674, R -S=012475, Q -R=0/1788, P-0=0/1776, P-AB=0/1683, O-AB=0/1683, N-0=19611085, L -N=196/1085 WEBS 1-0=360/130, K -O=-353/1604, K -N=-1392/400, H -P=0/429, F -R=01483, F -H=-1706/21, D-S=0/371,D-R=-970/53 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 200.01b AC unit load placed on the top chord, 12-0-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) B. L except at --lb) N=338. 8) "Semi{igid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 1 I¢ Ids o d BUT"k CoUpy,71' BUILDING DIVISION Ar"%Pm0VL_D Q�pFESS/Okjl �OONIO C 76428Ckf z EXP. 12/31/2016 m lq CMI TFOF C Ate January 28,2016 A WARNING • Verily Oeslgn peremefars and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/01/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based onN upon parameters shown, and is to on individual building component, not o truss system. Before use. the building designer must verity Me applicab. rty of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing MiTek' is olwoys 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 ANSUTP11 Ouall y Criteria, OSB -89 and BCSI Building Component Suite 109 Safety Informollon available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA 95610 Job Truss Truss Type Qty PlyCrooks LUMBER- BRACING - TOP CHORD 2x4 OF No. 18Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-15 oc purlins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std G JOINTS 1 Brace at Jt(s): U, V, Z, AB 84643 4912 1601-092 A07A MOD.OUEEN 1 1 Max Horz 6=134(LC 12) Max UpliftB=-63(LC 8), J=-130(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Job Reference liana/ Sr51 tMb PLUb LUMHtH GU, AKULKbUK, UA r.we s aeP <a a m mn en nmuov,es, ...c. ID:gK4M2UGJvKsoA5KsQ23WwzrTYtofZnsNbZonDR2LoOdXvnu ranC<6oHQ2wOMbrmz g098 �240_l 6-5'1 I 12-2-10 I 18-0-0 23-9-6 i 29-6-13 I 36-0-0 38-0-0 2-0-0 683 59-6 59.6 59-6 59-6 6.53 2-0-0 Scale = 1:65.7 rile 5x6 = 5.00 12 F 3x4 = 6x8= 5x6 — v< 3x5 = v 3x4 = 3x4 � 4x6 = 4x8 = r le d LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.43 BC 0.55 WB 0.63 (Matrix -M) DEFL. in (loc) I/defl Ud Vert(LL) -0.15 R >999 240 Vert(TL) -0.55 S -T >779 180 Horz(TL) 0.17 J n/a rda PLATES GRIP MT20 220/195 Weight: 197 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No. 18Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-15 oc purlins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std G JOINTS 1 Brace at Jt(s): U, V, Z, AB MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) B=1693/0 -3-8,J=1627/0-3-8 Max Horz 6=134(LC 12) Max UpliftB=-63(LC 8), J=-130(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3330/0, C -AI= -3188/0, D -AI= -3077/14, D -E=-3028/23, E -AJ= -2473/0, F -AJ= -2371/43, F -G=-2410/91, G -H=-2877/171, H-1=29991157, I -J=-3157/145 BUTTE BOT CHORD B -T=-713009, T-AK=0/2497, AK-AL=0/2497, S-AL=0/2497, R -S=0/1782, 0-R=0/1782, COUNTY P-0=0/1782, O -P=0/2339, N-0=0/2339, M -N=0/2339, L -M=-60/2767, J -L=-41/2847 BUILDING WEBS F -U=-1201758, P -U=137!736, P -V=-0181200, G -V=5761232, G -W=-107/514, M -W=-87/517, DIVISION M -X= -284/169,1 -X= -296/167,F -S=0/861, E -S= -733f76, E -T=-49/574, C -T=-333/131 Ar P NOTES- (10) ROVE,_`_ p�-"a`�p', 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 200.01b AC unit load placed on the top chord, 12-0-0 from left end, supported at two points, 5-0-0 apart. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FES Q .SIO /�/ 6) " This truss has been designed for live load 20.Opsf the bottom in a 3-6-0 tall by 1-0-0 will q Q � a of on chord all areas where rectangle wide fit between the bottom chord and any other members, with BCDL = 10.Opsf. � ONIO 2C C✓�� y 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide truss to bearing 100 Ib B mechanical connection (by others) of plate capable of withstanding uplift at joint(s) except (jt=lb) J=130. J �, . C 76428 7 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0_ 0 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. EXP. 12/31I2016m OF January 28,2016 ®WARNING • VaMy deslgr. psramatars end READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE UH -7473 rev. 10/038015 BEFORE USE • Desgn valid for use only w th MiTek0 connectors. This design is based onN upon paameters shown, and is far an individual building component, not a puss system. Before use. rhe building designer must verity the opplicobi ty of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- is atways required for stabilty, and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI7TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Thus Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Hei hls CA 95610 Job Truss Truss Type Qty Ply Crooks M -N >999 240 MT20 220/195 BC 0.56 Verl(TL) -0.85 M -N >443 180 846434913 1 1601-092 A08 Roof Special 5 1 Weight: 169 Ib FT = 20% BRACING - Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jan 28 12:48:512016 Pa gge 1 ID:q KdM2U GJvKsoA5KSQ23W wzrTYt-Gs793icBZ5 LIfV NdAEQjDukE 5h msn D7YbFQ8oCzgo9A -2-0-0 I 6-6-10 I 12-i8 1 18-0-0 1 22-0-0 l 254-0 1 31$8 1 36-0-0 l 3B•0.0� 2-0-0 6-6-10 5-10-14 SIrB 4-0-0 3-4-0 6.2-8 Scale = 1:66.8 a� 5x6 = 5.o0 12 4x5 2x4 II 5x10 = 3.00 12 5x8 = 3x5 = = �. LOADING (psi SPACING- 2-" TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code IBC20121TPI2007 LUMBER - TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 OF No.18Btr G WEBS 2x4 OF Stud/Std G *Except* G -K: 2x4 DF No.18Btr G CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.59 Vert(LL) -0.24 M -N >999 240 MT20 220/195 BC 0.56 Verl(TL) -0.85 M -N >443 180 WB 0.74 Horz(TL) 0.20 K n/a n/a (Matrix -M) Weight: 169 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: I -K. WEBS 1 Row at midpt G -K ek recommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer Fbe allation guide. REACTIONS. (Ib/size) B=1331/0-5-8, K=1917/0-5-8, 1=129/0-5-8 Max Harz B=-134(LC 13) Max UpliftB=-188(LC 8), K=-147(LC 9), 1=-206(LC 19) Max Grav8=1331(LC 1), K=1917(LC 1), 1=22(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2414/274, C -D=-1880/218, D -E=-1761/231, E -F=-1874/326, F -G=-2213/162, G -H=-39/1054, H -I=-77/1012 BOT CHORD B -O=-292/2162, N -O=-292/2162, M -N=-61/1442, L -M=-31/1722, K -L=56/1712, I -K=875/95 WEBS C -N=-542/142, E -N=366/192, H -K=-341/159, F -N=-187/603, F -M=0/951, G -K=-3138/175, G -M=0/464 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt --lb) B=188, K=147,1=206. 7) *Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE CUUfyI Y BUILDING DIVISION Affr"'PROVED oQ-pFESS/o ONIo C 76428�Z2� EXP. 12/31/2016 m * \F OF January 28,2016 WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED Mf7Ed(REFERANCE PAGE MIJ-7473 mv. 10(03/2015 BEFORE USE Design valid tot use only with MiTek® connectors. This design is based only upon parameters shown, and is far 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 IMF building design. Bracing indicated *5 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 iniury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB•89 and BCSI building Component Suite 109 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus He' hts CA 95610 Job Truss Truss Ty pa - oty Ply Cracks 1.15 TCDL 10.0 Lumber DOL 1.15 846434914 1 1601.092 A09 Hip 1 1 Code IBC2012/TPI2007 Weight: 178 Ib FT = 20% BRACING - Job Reference(optional) ararema rwa wmocrt w, wxucnovn, aw. ......._..,.. ___.......... _.. ...__....�...._ ...'__.. __._.._'____._._a__ ID:gKrjM2UGJvKsoA5Ks6BW1; r 1l2hXH2dWPU9Heypkxxyl6HS855xWd5hgvAiKezgo99 -2-00 I 6s10 I 1z -se is6o 19 -so L,=-- alae I �"o-o I� 2-0-o solo s10-14 4•ae 7-0 0 so 4 4 se Scale = 1:70.3 5.o0 F12 6x6 = 6x6 = 4x5 2x4 II 5x8 = 3.00 12 5x8 = 3x5 = = LOADING (psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 DF Stud/Std G ,Jt 9 CSI. DEFL. in (loc) I/de8 Ud PLATES GRIP TC 0.38 Vert(LL) -0.22 M -N >999 240 MT20 2201195 BC 0.57 Vert(TL) -0.74 M -N >515 180 WB 0.95 Horz(TL) 0.20 M n/a n/a (Matrix -M) Weight: 178 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: K -M. WEBS 1 Row at midpt H -M MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=1338/0-5-8, M=1864/0-5-8, K=-8210-5-8 Max Horz B=123(LC 8) Max UpliftB=-181(LC 8), M=-128(LC 9), K=-184(LC 19) Max Gray B=1338(LC 1), M=1864(LC 1), K=14(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2438/256, C -D=-1889/199, D -E=-1823/213, E -F=-1862/290, F -G=-1637/149, G -H=-2264/118, H-1=0/914, 1.1=20/786, J -K=-581880 BOT CHORD B -R=-265/2185, O -R=-265/2185, P -Q=-58/1569, O -P=0/1690, N-0=811696, M -N=-33/1686, K -M=-752/78 WEBS C -Q=-5641146, E -Q=-299/163, F -P=0/351, G-0=01808, H-0=0/533; H -M=-2977/124, " J -M=-349/162, F-0=162/403 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt -1b) B=181, M=128, K=184. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�Of ESS/OA1gl °NI° C 76428�Z2� any EXP. 12/31/2016 ^7 C�� OF CAL January 28,2016 AWARNING - Verhy design paremefen, end READ NOTES ON THIS AND INCLUDED Mn EN REFERANCE PAGE Ma7473 rev. 10/072015 BEFORE USE _ Design valid for use only with MiTek® connectors. This design is based onN upon parameters shown- and is for an individual building component, not o truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 busses and truss systems, see ANSI/TPII OuaBty, Criteria, DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate institute. 218N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights. CA 95610 Job - Truss Truss Type Qty Ply Crooks K -L >999 240 MT20 220/195 BC 0.58 Vert(TL) -0.80 K -L >474 180 R46434915 1601-092 A10 Hip 1 1 Weight: 176 lb FT = 20% BRACING - Job Reference(optional) SYSTEMS PLUS LUMBER CO. ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jan 28 12:48:53 2016 Page 1 I D:q K6M2 UGJvKsoA5KsO23 WwzrTYt-CE FwUOe R5icOvoX711SBIJgZQVOw F6522vFl5zgo98 2-a0 6-6-10 12-5-8 114-6-0 21-6-0 26.6.4 i 31-6-8 I 36-0-0 38-0-0 i 2 -oro 6610 scala 2 -ore 7.0-0 5.0.4 sora ash z -oro Scale =1:69.1 2 a/ 6x6 = 5x6 3x4 2x4 II 5x8 = 5x8 = 3x5 = 4x5 = 3.00 12 LOADING (psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL1.15 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code IBC20121TP12007 LUMBER - TOP CHORD 2x4 DF No.18BtrG BOT CHORD 2x4 DF No.18BtrG WEBS 2x4 DF Stud/Std G CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.60 Vert(LL) -0.25 K -L >999 240 MT20 220/195 BC 0.58 Vert(TL) -0.80 K -L >474 180 WB 0.78 Horz(TL) 0.19 K n/a n/a (Matrix -M) Weight: 176 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: I -K. WEBS 1 Row at midpt G -K f` MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=132410-5-8,K=1976/0-5-8,1=180/0-5-8 Max Harz B=-110(LC 9) Max UpliftB=-168(LC 8), K=-100(LC 9), 1=283(1_C 19) Max Grav B=1324(LC 1), K=1976(LC 1), 1=8(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2410/223, C -D=-1846/186, D -E=-1755/199, E -F=-1943/179, F -G=-2216/166, G -H=-28/1169, H -I=-71/1150 BOT CHORD B -O=-222/2159, N -O=-222/2159, M -N=-91/1700, L -M=-45/1678, K -L=55/1290, I -K=1005199 WEBS C -N=-580/146, E -M=-681267, E -L=-1/482, F -L=0/494, G -L=0/855, G -K=-2885/182, H -K=-324/143 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) K except (jt=1b) 8=168, 1=283. 8) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTT E COU!\l Y BUILDING DIV!**?ION Q 'OFESSIONq� iON 10 C 76428 z EXP. 12/31/2016 ^� OF CAL January 28,2016 AWARNING - Vedry design parameter; end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1.7473 rev. 10/032015 BEFORE USE Design valid for use ontywith MiTek® connectors. This clesign'rs based onN upon parameters shown, and is to an individual building component, not a hu55 system. Before use, the building designer must verity the opplicab' dy of desrcgn parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckrxsg of individual truss web and/a chord members only. Additional temporary and permanent bracing MiTek_ is always required for stability and to prevent collapse with possble personal injury and property damage. For general guidance regading the 7777 Greenback Lane fabrication. storage- delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component SafelyInformation available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Crooks PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 I 846434916 1601-092 All Hip 1 1 BC 0.68 Vert(TL) -0.96 N -O >392 180 BCLL 0.0 ' Rep Stress Ina Job Reference liana! SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jen 28 12:48:54 2016 Page 1 ID:gKr M2UGJvKsoA5KsQ23WwzrTYlyRplike3sOktXy6CsM_QrXMn3vli z6_HDf6PXzgo97 80 6814 12-60 180-0 23-60 2764 31-68 38-0-0 3800 6814 511-2 5$-0 5-6-0 484 484 4S8 2-0-0 Scale = 1:69.1 5x6 = 30 = 6x6 = D F F 2x4 I) 5x10 = 5x6 = 3x5 3x6 3.00 12 = % LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.28 N-0 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.68 Vert(TL) -0.96 N -O >392 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.79 Horz(TL) 0.20 K n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 168 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF NO.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-10 oc purlins. BOT CHORD 2x4 DF No.1&BtrG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Stud/Std G 5-6-3 oc bracing: I -K. WEBS 1 Row at midpt G -K MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1299/0-5-8, K=2173/0-5-8, 1=352/0-5-8 Max Horz B=97(LC 8) Max UpliftB=-152(LC 8), K=-152(LC 4), 1=-462(LC 19) Max Grav B=1299(LC 1), K=2173(LC 1), 1=32(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD B -C=-2341/205, C -D=-17981219, D -E=-1597/221, E -F=-2221/216, F -G=-1841/180, G -H=-93/1629, H -I=-132/1626 BOT CHORD B -P=-183/2097, O -P=-183/2097, N -O=-195/2193, M -N=-03/1748, L -M=-44/1742, K -L= -25/715,1-K=-1445/154 WEBS C -O=-556/172, D-0=0/393, E-0=-758/135, F -N=70/1112, F -L=-561/82, G -L=-2311073, G -K= -2866/233,H -K=-301/122 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) B=152, K=152, 1=462. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUN-r-Y BUILDING DIVISI0N. P 0VED Q�OFESSIQ �� oNI Co yF�2�2 C 76428 z ;0 p EXP. 12/31/2016 ^� CIVIL �P �TFOFCA� 0� January 28,2016 AWARNING - VerHy design Parameters and READ NOTES ON THIS AND INCLUDED NITER REFERANCE PAGE MIP7473 rev. 10/03R0/S BEFORE USE Design valid lot use only with MiTek6 connectors. This design u based onN upon parameters shown, and is far on individual building component. not a buss system. Before use. the building designer must verify the applicob'rty of design parameters and property incorporate this design into the overall building design. Bracing indicoted 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 I abrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI BuOding Component Suite 109 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus H.iahta. CA 95610 Job Truss Truss Type Oty Ply Crooks LOADING (psi SPACING- 2-M CSI. DEFL. in (loc) I/de0 Lid 846434917 1601-092 Al2 ROOF SPECIAL STRUCTU 1 i MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.50 Vert(TL) -0.82 P-0 >280 180 Job Reference(optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jen 28 12:48:55 2016 Page 1 ID:gKIM2UGJvKsoA5Ks023WwzrTYl-9d Ngv4fidKsk86hOP4VfNkvx718hj_cBWIOMxugo96 ll -&14 -2-0-0 4-00 sora 79b-te t t - t7-bt2 22ao 2ao-0 3t -s -e se -o -o 7e -o -o zoo ao0 rata zooat4 z-0-0 tt- ato-t s -ab sae too Tae ase z-0-0 t -ata Sole = 1:69.1 5x6 = 4x5 = 3x5 = 6x6 = 5x6 = 2x8 n 0x0 — X w v U T S 3.00 12 'I 5x8 = 3x5 = 3x5 = 5x6 = 12-5- 2.5 12-2-0 12-2-0 40-0 ta14 2-0-0 2-11-2 -atb a 9<-12 a1- 2 11'1 9aB 0- - 2 a2-12 Plate Offsets (X Y}- [N:0-0-2.0-0-01, fR:0-7-0,0-5721 fS:O4-0,0-3-01 �� LOADING (psi SPACING- 2-M CSI. DEFL. in (loc) I/de0 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.27 P-0 >860 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.50 Vert(TL) -0.82 P-0 >280 180 M18SHS 2201195 BCLL 0.0 ' Rep Stress Ina YES WB 0.84 Horz(TL) 0.15 P n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 189 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-11-14 oc purlins. BOT CHORD 2x4 DF No. 18Btr G *Except' BOT CHORD Rigid ceiling directly applied or 510-7 oc bracing. O -R: 2x4 DF Stud/Std G WEBS 1 Row at midpt L -P WEBS 2x4 DF Stud/Std G JOINTS 1 Brace at Jt(s): Y MiTek recommends that Stabilizers and required Cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-5-8 except (jt=length) P=0-58, N=0-5-8. (lb) - Max Harz B=-94(LC 30) Max Uplift All uplift 100 Ib or less at joint(s) U, X, V except B=-652(LC 19), S=-776(LC 28), P=-388(LC 30), N=-170(LC 22), W=-896(LC 39), T=-259(LC 40) Max Grav All reactions 250 Ib or less at joint(s) N, X. V. T, B except B=634(LC 40), S=1585(LC 1), S=1585(LC 1), P=961(LC 1), W=698(LC 28), U=315(LC 1) BUTTE COU r, f YFORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. a 1 TOP CHORD B -C=-147911601, C -D=-1130/1331, D -E=-1833/2298, E -F=-1617/2118, F -G=-1371/1886, BUILDING .4 D ��pv N K -L= -530/327,L -M=71711170, M -N=-89/467, G -H=-1204/1699, H -I=-111811612, I--=-1446/2080, J -K=-588/633 APPROVED BOT CHORD B -X=-1308/1248, W -X=-582/438, V -W=-630/489, U -V=-1299/1158, T -U=-1051/336, S -T= -1082/548,R -S= -988/692,O -R= -950/1004,P -O= -973/1016,N -P=-435/189 WEBS D -W=-673/903, D -Y=-1170/901, Y -Z=-1153/886, U -Z=-1230/949, G -U=-555/410, U-AA=-897/1223,1-AA=-836/1143,1-S=-1029/801,JS=-1028/471,)-R=-363/806, L -R= -369/390,L -P=-1201/848, M -P= -439/232,K -R=-015/214 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; MWFRS Q�pFESS10/V4 �.1 ONTO (3 -second gust) enclosed; �� (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. r° 76 8 Z J C 42 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -d- �y 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. ST CIV) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) U, X, V except (Il=1b) 9% B=652, S=776, P=388, N=170, W=896, T=259, B=652. OF 10) This truss has been designed for a total drag load of 3000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag CA loads along bottom chord from 0-0-0 to 12-58 for 240.8 plf. 11) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. ARnf istrut 911 901 R A WARNING - Verity design Parameters and READ NOTES ON THIS AND INCLUDED N1TEK REFERANCE PAGE NII -7473 rev. 14//0361015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based onlIyy upon porometers 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 M iTek- u always required far stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane Suite GreGre fabrication, storage, delivery. erection and bracing of trusses and tons systems. see ANSI/IPII Quality Cdlerlo, DSB-89 and BCSI Building Component 7777 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. 09 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Crooks a. 846434917 1601-092 Al2 ROOF SPECIAL STRUCTU 1 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7,64OKs Sep 29 2015 MiTek Industries, Inc Thu Jan 28 12:48:55 2016 Page 2 I D:gKrj M2UGJvKsoA5KsQ23W wZrTYt•9d Ngv4 fid Ksk86hO P4 VfNkvx718hj_aVI IOMxugo96 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. q Job Truss Truss Type Qty Ply Crooks a. 846434917 1601-092 Al2 ROOF SPECIAL STRUCTU 1 1 Job Reference (optional) t R M• } ®WARNING • Verfly design parameters end READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE U0.7473rev. 10,VWDIS BEFORE USE • Design valid fa use only with MiTek® connectors. This design is based anti upon pgrometers shown, and is to an individual building component, not a truss system. Before use, the building designer must verity the opplicabi dy of design parameters and property incorporate this design into the overall building design. Brocing indicated is to prevent buckling of individual buss web and/or Chad members only. Additional temporary and permanent bracing MiTek- is always requited 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/TPII Quality Criteria, DSB•89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Hei hts CA 95610 Job Truss Truss Type CSI. TCLL Cracks Plate Grip DOL 1.15 TC 0.47 TCDL 10.0 846434916 1601-092 A13 Roof Special JQty 1 JPlyI 1 YES WB 0.55 BCDL 10.0 Code IBC2012/rP12007 n/a Job Reference o Gonal SYSTEMS PLUS LUMBER CO. ANDERSON, CA 7.640 s Sep 29 2015 MRek Industries, Inc. Thu Jan 28 12:48:56 2016 Page 1 I D: qM M2UGJvKsoA5KsQ23 WwzrTYt-dpx27Qg KOd_bmGGaznO uwyR6jiTaS W JH IX8vT Pzgo95 eon ( 4-6-14 8-6-0 1 1216 16112 I 2. ( 240-0 1 31-6-8 360-0 ) 36-0-0 1 r 2-0-0 4-6-14 3-11-2 3.11.8 4.0.4 36-0 74; 41. 200 Scale = 1:69.1 5x6 = 5x8 = 5x6 = _ 5x6 = 3x5 3x6 = 3x6 3.00 12 6x6 _ LOADING (psi) SPACING- 21M CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.47 TCDL 10.0 Lumber DOL 1.15 BC 0.52 BCLL 0.0 ' Rep Stress Ina YES WB 0.55 BCDL 10.0 Code IBC2012/rP12007 n/a (Matrix -M) DEFL. in (loc) Udell Ud PLATES GRIP Vert(LL) -0.23 K -L >993 240 MT20 2201195 Vert(TL) -0.72 ' K -L >320 180 Horz(TL) 0.06 K n/a n/a Weight: 158 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G WEBS 1 Row at midpt G -K MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-5-8. (lb) - Max Harz B=94(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) I except B=106(LC 8), N=-208(LC 8), K=-144(LC 9) Max Grav All reactions 250 lb or less atjoinl(s) I except B=394(LC 19), N=1682(LC 1), K=940(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-16/431, F -G=-899/75, G -H=0/298, H -I=-361258, C -D=0/304, D -E=-39/1055, E -F=-835/91 BOT CHORD B -O= -323f74, N -O=-1020193, M -N=-344126, L -M=-27/803. K -L=0/546 WEBS C-0=-482/144, D -O=-123/954, D -N=842/169, E -N=-1020/173, E -M=0/1179, F -M=-531(74, G -L=0/526, G -K=-853/55, H -K=442/230 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) I except (jt=1b) 8=106, N=208, K=144. 8) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. -OU ITE COUK 0' BUILDfNG DIVISION APPROVED Q�OFESS/OIV41 �2��P�ONIO yF'Pyc� r° C 76428 z ;0 Of p .d. EXP. 12/3112016 TFOF January 28,2016 WARN/Nr - Vedry design penmetera and READ NOTES ON THIS AND INCLUDED MTrEK REFERANCE PAGE MIP7473 rev. 10/03/!015 BEFORE USE Design valid for use only with MiTek® connectors. This design 6 based onupo n parameters shown, and is for on individual buBding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate th's design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k_ is always requited 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/TPII Quality Criteria. DSB-89 and SCSI BuDding Component Safety Information available hom Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights,9CA 95610 Job Truss Truss Type Qty Ply Croaks TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 OF No.t&Btr G BOT CHORD Rigid ceiling directly applied I 846434919 1601-092 A14 Roof Special 1 1 (lb) - Max Harz B=94(LC 12) Max Uplift All uplift 1001b or less at joint(s) B, H except N=-222(LC 8), J=-141(LC 9) Max Grav All reactions 250 lb or less at joint(s) H except B=373(LC 19), N=1677(LC 1), J=1036(LC 1) Job Reference o Bonet SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 5 Sep 29 2015 MiTek Industries, Inc Thu Jan 28 12:48:57 2016 Page 1 ID:gK4M2UGJvKsoA5KsQ23WwzrTYl-5000Kmhy9x6SOQmXVX7S9_H W6gZBv6QzBITOszgo94 -211A12 1al 24-0-0 f 31-6-8 } 36- 1 -o 5.1 o 6 a a0 2 5 38-o-0 l z-ao Scale = 1:69.1 5x6 = V " " 3x5 4x5 = 5x6 = 3.00 12 6.6 = 3x5 = = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IBC2012/TP12007 CSI. TC, 0.47 BC 0.48 WB 0.77 (Matrix -M) DEFL. in (loc) Udefl Ud Vert(LL) -0.21 J -K >999 240 Vert(TL) -0.67 J -K >341 180 Horz(TL) 0.07 J n/a rVa PLATES GRIP MT20 220/195 Weight: 158 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 OF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 5-5-5 oc bracing. WEBS 2x4 OF Stud/Std G WEBS 1 Row at midpt F -J MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-5-8. (lb) - Max Harz B=94(LC 12) Max Uplift All uplift 1001b or less at joint(s) B, H except N=-222(LC 8), J=-141(LC 9) Max Grav All reactions 250 lb or less at joint(s) H except B=373(LC 19), N=1677(LC 1), J=1036(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD E -F=-810/0, F -G=-17/492, G -H=-60/452, D -E=-367/98 BOT CHORD N -O=-12081105, M -N=-1421/151, L -M=-001307, K -L=01492, J -K=01482, H -J=345/78 BUTT h v WEBS C -O=-3601127, D -O=-134/1192, D -N=-1216/260, D -M=-192/1751, E -M=-648/125, E -L=0/407, vOU I BUILDING F -L=0/504, F -J=-1004/59, GJ=446/231 DIVISION NOTES- (9) APR®VEp"we 1) Unbalanced roof live loads have been considered for this design.0 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone: cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This buss 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 ESS/0 fit between the bottom chord and any other members. f A1, q 4 6) A plate rating reduction of 20% has been applied for the green lumber members. Q ONJO Fac 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, H except (jt=lb) �� y N=222, J=141. 8) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. <CI �i ts1 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. J r° C 76428 Z v EXP.12/3112 6rn * T�TFOFCAI-W��\P January 28,2016 ®WARNING - VeA/y d-Ign parameter and READ NOTES ON THIS AND INCLUDED IIIrrElr REFERANCE PAGE HH -7473 ler. IO/D32015 BEFORE USE �- Design valid tot use onlywith MiTek® connectors. Thu design's based only upon parameters shown. and is for an individual building component, not a truss system. Before use. the building designer must verity the opplicabi dy of design parametersand property incorporate this design into the overall _ building design. Bracing indicated u to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek u arwoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r fabrication. storage, deWery. erection and bracing of trusses arta 7777 Greenback Lane truss systems. see ANSI/TPII Quality Criteria, OSB -89 and SCSI Building Component Suite Greenback SatetyInformation available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. log Citrus Hei his CA 95610 Job Truss 2-0-0 Oty Pry Crooks PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 K 846434920 1601-092 A15 ITrUSSType ROOF SPECIAL GIRDER 1 1 3x4 C 'NAILED -0.07AC-AD >999 180 I Rep Stress Inu Job Reference(optional) SYSTEMS PLUS LUMBER CO, ANDERSON, UA u p c7 cu is m, r ex umuau,es, mc. . o ,c: �.0 ID:gKtjM2UGJvKsoA KSQ23WwzrTYt-VaAZynjgSsUIFtZLCd5q4ocswJwzOMRtf86 d6zgo91 20114 27-11-2 -2-0-0 4-6-0 SS7 1289 1a1-12 166-0 16114 203.0 22-0-0 .0 24-0.0 26 27•% 29- 2 31413 36.0.0 00 2-0-0 s6-0 111.7 4-13 1-7J 2 bd t-9-14 1-11-2 182 2-0-0 2-0-0 1-96 2-0-0 1-7.11 4- 3&53 2.0 0-014 01-12 Scale = 1:68.0 tat -/2 22.0 26.0 30-7-10 040 }tt-7 368 /-7-3 2<d 1.9-14 2-0-0 0101 2-0-0 1.11-2 1-11-2 2-0-0 0 146 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. 5x6 = in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 K Vert(LL) 0.034C -AD >999 240 MT20 220/195 TCDL 10.0 3x4 % J • L 3x4 C 'NAILED -0.07AC-AD >999 180 I Rep Stress Inu M 5.00 12 5x6 = Horz(TL) 5x8 = BCDL 10.0 Cade IBC2012/TPI2007 . NAILED 3x8 = 3x4 = H Weight: 203 lb FT = 20% N 3x4 C NAILED D NAILED E F G F TOP CHORD 2x4 DF No.1&Btr G 0 TOP CHORD Structural wood sheathing directly applied or 5.941 oc purlins. BOT CHORD 2x4 DF No.1&BV G *Except* AE BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. A FIR JOINTS 1 Brace at Jt(s): AE, AF AH I B 3x E -AB: 2x4 DF No.1&Btr G p L be installed during truss erection, in accordance with Stabilizer 14 O Id dA Installation uide. d AO AD AP AR AR AC AO 414 = 3x6 II 4x4 = 3x4 = 3x8 = 3x4 = 4x5 = NAILED AA Z Y 3x6 11 X W V U TUB 11 S R 3x5 = 44 = NAILED AB NAILED JUS24 NAILED HUS26 5x6 = tat -/2 22.0 26.0 30-7-10 040 }tt-7 368 /-7-3 2<d 1.9-14 2-0-0 0101 2-0-0 1.11-2 1-11-2 2-0-0 0 146 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) 0.034C -AD >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.07AC-AD >999 180 BCLL 0.0 ' Rep Stress Inu NO WB 0.42 Horz(TL) 0.01 U n/a n/a BCDL 10.0 Cade IBC2012/TPI2007 (Matrix -M) Weight: 203 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5.941 oc purlins. BOT CHORD 2x4 DF No.1&BV G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B -Y: 2x6 DF SS G JOINTS 1 Brace at Jt(s): AE, AF WEBS 2x4 DF Stud/Std G *Except* MiTek recommends that Stabilizers and required cross bracing E -AB: 2x4 DF No.1&Btr G be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 20-0-0 except Qt=length) B=0-5-8, P=0-5-8. (lb) - Max Horz B=138(LC 28) Max Uplift All uplift 100 Ib or less at joint(s) V, X, U. W, S, AA except B=-392(LC 27), AB=-598(LC 27), Z=-176(LC 19), P=-264(LC 30), R=-336(LC 30), T=-124(LC 30), Y=-108(LC 27) Max Grav All reactions 250 Ib or less at joint(s) Z, R, V, T, X. U. W, Y. S, AA except B=800(LC 43), AB=2611(LC 43), AB=2610(LC 1), P=314(LC 39), R=445(LC 39) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C= -1300f720, G -H=-353/351, I -J=-264/314, K -L=-244/311, L -M=-406/449, M -N=-345/382, N -O=-516/522, O -P=427/421, C -AS= -1153/409, AS -AT= -1155/491, D -AT= -1155/524, D-AU=126/400, E-AU=403/502 BOT CHORD B -AO= -745/1173, AD -AO= -745/1173, AD-AP=7091903, AP -AQ= -709/903, AC-AQ=7091903, AC -AR= -709/903, AB -AR= -709/903, AA -AB= -8581794, Z -AA= -521/470, Y -Z=-511/550, X -Y=-3121353, W-X=-416/516,V-W=173/273,U-V=-363/454,7-U=-228/319,R-S=-418/466, P -R=-418/466 WEBS C -AD= -77/259, D -AD= -233/417, D -AB= -1289/448, E -AB= -312/285, E -AI= -559/640, Z -AI= -564/645, G -Z=-384/370, O -R=3791372, M -T=-321/306, V -AE= -342/386, M -AE= -336/380, T -AH= -445/487, O-AH=440/483, I -X=-385/371, G-AG=562/615, X -AG= -573/631, I -AF= -365/402, V -AF= -372/410 NOTES- (16) 1) Unbalanced roof live loads have been considered for this design. 2) Wind:"ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 37-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) V, X, U, W, S, AA except Qt=1b) B=392, AB=598, Z=176, P=264, R=336, T=124, Y=108. 9) This truss has been designed for a total drag load of 3000 Ib: Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 12-0-0 to 32-0-0 for 150.0 pH. BUTTE Co''UNry BUILDING DIVISIQPII APPROVE, Q�OF ESSION4 ONIO �y�/A•Lc2 C 76428 z Of O EXP. 12/31/2016 7n CIVIC �P OFCAI- 01 January 28.2016 ®WARNING - VerNy design pansmatem end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/1015 BEFORE USE �- Design valid for use only with MiTek® connectors. This design B based on�pon parameters shown, and is lar an individual building Component, not a truss system. Before use. the building designer must verity the applicab' of desgn pmamefers and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing MiTek_ is always required fa stability and to prevent collapse with possible personal injury and property damage. Fv general guidance regarding the • 7777 Greenback Lane fabrication. storage, delivery, erection and bracing of trusses and tens systems, see ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component Suite 109 Safety inlanmation available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexonddo, VA 22314. Citrus Heigthts. CA 95610 13 Job Truss Truss Type Ory Pry Cracks R46434920 1601-092 A15 ROOF SPECIAL GIRDER 1 1 Job Reference(optional) srsrtmsrluswmetr<co. Anutnaun,w -1. ID:gKIM2UGJvKsoA5KsO23WwzrTYt-njgSsU VaAZy1FIZLCd5g4ocswJwzOMRti86ydBzgo91 NOTES- (16) 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Use USP JUS24 (With 10d nails into Girder 8 10d nails into Truss) or equivalent at 4-0-12 from the left end to connect buss(es) to back face of bottom chord. 12) Use USP HUS26 (With 16d nails into Girder 8 16d nails into Truss) or equivalent at 11-11-4 from the left end to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14)'NAILED" indicates 3-10d (0.148'x3") or 2-12d (0.148'x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 16) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-60, G -K=-60, K -O=-60, B -AL= -20, C -G=-60 Concentrated Loads (lb) Vert: AD= -264(8) AB= -1544(B) All=42(B) AP= -18(8) All=18(B) AR=18(B) AS= -38(B) AT= -38(B) AU= -38(B) ®WARNING - vedHy design pedometers end READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE MIF7477 rev. 1tWYl015 BEFORE USE �- Design valid for use only with Mlek® connectors. This design is based on=Dn parameters shown. and is Iw an individual building component. not a truss system. Before use, the building designer must verity the opplicabi of desgn parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent broking M iTek_ is always required for stability and to prevent collapse with possible personal injury and property damage. Far general guidance regarding the fabrication. storage, delivery, erection and bracing of husses and truss systems, see ANSIMII OuaBty, Cdtedo, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type CSI. Ply Crooks Plate Grip DOL 1.15 TC 0.43 10ty I 847022360 1601-092 BO1 Hip Girder 1 1 NO WB 0.50 BCDL 10.0 Code IBC20121TP12007 Job Reference tiara/ SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Sal Apr 09 05:08:08 2016 Page 1 ID:gKdM2UGJvKsoA5KsQ23WwzrTYt-9sl bKKwOYVHzVO5kHNq7gNpr6S40GBZgLxLGCrzS W rL i 2-0-0 I 2-0-0 91 l 6-0-0 l 10-0-0 14-0-0 I 4-0-0 234040 3.3 4-0-0 I 26-0-0 Scale: 1/4-=1' 5x6 = NAILED NAILED Special Special NAILED 3x4 = NAILED 3x4 = NAILED 5x6 = 4x8 = NAILED JUS24 3x8 = NAILED NAILED 7x8 = NAILED NAILED NAILED NAILED 3x8 = JUS24 NAILED NAILED i 12-0-0 i 18-0-0 i 24-0.0 H_n aA_n n -n -n 6 -n -n LOADING (psi SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.43 TCDL 10.0 Lumber DOL 1.15 BC 0.56 BCLL 0.0 ' Rep Stress Ina NO WB 0.50 BCDL 10.0 Code IBC20121TP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x6 DF SS G WEBS 2x4 OF Stud/Std G REACTIONS. (Ib/size) B=197510-5-8, 1=1975/0-5-8 Max Harz B=53(LC 27) Max UpliftB=-448(LC 4), 1=-448(LC 5) DEFL. in (loc) UdeO Ud PLATES GRIP Vert(LL) -0.18 L >999 240 MT20 220/195 Vert(TL) -0.54 L >536 180 Horz(TL) 0.13 1 n/a We Weight: 124 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins. BOT CHORD Rigid ceiling directly applied or B-5-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-4176/921, C -D=-4067/917, D -R=-36991854, R -S=-3701/854, E -S=-3703/855, E -T=-4746/1021, F -T=474611021, F -U=-3703/855, U -V=-3701/855, G -V=-3699/855, G -H=-4067/917, H-1=4176/921 BOT CHORD B -W=-840/3845, W -X=-840/3845, M -X=-840/3845, M -Y=-1016/4676, Y -Z=1016/4676, L -Z=-1016/4676, L -AA= -1018/4676, AA -AB= -101814676, K -AB= -101814676, K -AC= -811/3845, AC-AD=811/3845, I -AD= -811/3845 WEBS D -M=-142/1085, E -M=-1159/278, E -L=0/256, F -L=0/256, F -K=-11591278, G -K=-14211085 NOTES- (14) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 Ib uplift at joint B and 448 Ib uplift at joint 1. 8) Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Use USP JUS24 (With 10d nails into Girder 8 10d nails into Truss) or equivalent spaced at 15-10-8 oc max. starting at 4-0-12 from the left end to 19-11-4 to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) "NAILED" indicates 3-10d (0.148'x3') or 3-12d (0.148'x3.25') toe -nails. For more details refer to MiTeWs ST -TOENAIL Detail. 12) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 176 Ib down and 117 Ib up at 6-0-0, 55 Ib down and 67 Ib up at 6-6-0, and 55 Ib down and 67 Ib up at 17-0-0, and 176 Ib down and 117 lb up at 18-0-0 on top 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. 6 I¢ BUTTE COUN I Y BUILDING DIVISION APPROVED Q�pFESSIONq� =��,�oNio P�� C 76428 z EXP. 12/31/2016 m CIV1'L. T�TFOF CAL\F�� ADril 11.2016 AWARN/NG - Verily design parameter acrd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MA -7473 rev. 10103/2015 BEFORE USE " Design valid for use only with Maek® connectors. This deign is based only upon parameters shown, and is for an individual building component, not a tens system. Before use. the building designer must verify the applicability of deign parameters and properly incorporote this design into the overall building deign. Brocing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tenses and Inns systems. see ANSIJPII Quality Criteria. DSB-89 and SCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute. 210 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Type Oly Ply Crooks - Puss ITruss R47022360 1601-092 1 Hip Giber 1 1 Job Reterence (opt ' SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Sat Apr 09 05:08:08 2016 Page 2 ID:gKIM2UGJvKsoA5KsO23WwzrTYt-9sl bKKwOYVHzVO5kHNglgNpr6S40GBZgLxLGCrzSWrL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptf) Vert: A -D=-60, D -G=-60, G -J=-60, 6-1=20 Concentrated Loads (lb) Vert: D= -158(B) G= -158(B) L= -38(B) M= -35(B) E=-85(8) F= -85(B) K= -35(B) R=-37 S= -85(B) T= -85(B) U=85(8) V=-37 W= -65(B) X= -295(B) Y= -38(B) Z= -38(B) AA= -38(B) AB= -38(B) AC= -295(B) AD= -65(8) r , a. �1 ,& WARNING - Verlry des/gn pemmeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1110-7473rev. IOM312015 BEFORE USE. Design valid for me only with MOekS connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucking 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 AN51(TPII Quality Criteria. DS6-89 and BCSI Building Component 7777 Greenback Lane Safely InformaHon available from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 - r r Job Truss Truss Type Qty Ply Crooks Plate Grip DOL 1.15 TC 0.77 TCDL I 846434922 1601-092 802 Hip 1 1 YES WB 0.13 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Job Reference liana/ SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 is Sep 29 2015 Mnek Industries, Inc. Thu Jan 28 12:49:012016 Page 1 I D:q Kd M2UGJvKsoA5KsQ23 W wzrTYt-znkxA7kSDActs 18YmKc3d79ulj Ch7180 uorg9dzgo90 2-0-o I ao-0 1 16-0-0 ( 2a D o I 2s aro 2-0-0 B o-0 8-0-0 Scale: 1/4•=r 6x6 = 4xB = 3x6 2.4 II 3x6 = 3x4 = 3x6 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.77 TCDL 10.0 Lumber DOL 1.15 BC 0.40 BCLL 0.0 ' Rep Stress Ina YES WB 0.13 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 OF Stud/Std G REACTIONS. (lb/size) B=1080/0-5-8, E=1080/0.5-8 Max Horz B=-66(LC 9) Max UpliftB=-129(LC 4), E=-129(LC 5) FORCES.. (lb) - Max. Comp./Max. Ten. - All fomes 250 (lb) or less except when shown. TOP CHORD B -C=-1710/165, C -D=-1494/181, D -E=-1710/164 BOT CHORD 13-1=79/1501, H-1=-84/1494, G -H=-84/1494, E -G=-73/1502 WEBS C-1=0/322, D -G=0/322 DEFL. in (loc) Ilde11 Ud PLATES GRIP Vert(LL) -0.09 G-1 >999 240 MT20 2201195 Vert(TL) -0.32 G-1 >889 180 Horz(TL) 0.06 E n/a n/a Weight: 93 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 244 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt C -G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) B=129, E=129. 8) "Semi-rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE �(Cqq�''7�� :'/iii € /Y�p � BUILDING DIVISION APPROVED -"OfESSIONq/ oNio r° C 76428 z o EXP. 12/31/2016 ,1r �T CIV11 ��P OF CA\_ �� January 28,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO -7473 row. 10/03/2015 BEFORE USE �- Design valid for use only with MiTek® connectors. This design 5 based OnlIyy upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verify me opplicabiBty of tlesrgn parameters and properly incorporate this design into the overotl building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- u 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/rPil Quality Criteria, DS8-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty LOADING (psi) CCrooks CSI. DEFL. in (loc) I/deb L/d PLATES GRIP IPlyI 846434923 1601-092 B03 Hip 1 1 Lumber DOL 1.15 BC 0.50 Vert(TL) -0.43 J -M >663 180 BCLL 0.0 ' Job Reference(optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jan 28 12:49:02 7e111 For 1 I D:q Krj M2 UGJvKsoA5KsQ23 W wzrTYt-RzIJ NTI5_TkkUBjk K27I9Dh Df 7XJsKf97Sbh3zgo97 sztataa2 24-0- I 2sao 13-14. a az a o 0 4-8-2 5-3-14 2-0-0 Scale = 1:44.2 40 = 6x6 = 3x8 = 3x8 = 3x6 = 30 = 3x8 = 140-0 14-0-0 24-" I I n_n_n I 1M -n Plate Offsets (X Y) - [A:0-2-14.0-1-81, (F'0-2-14 0 1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.13 J -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.50 Vert(TL) -0.43 J -M >663 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) 0.07 F n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 102 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=958/Mechanical, F=1082/0-5-8 Max Horz A=-93(LC 9) Max UpliftA=-90(LC 8), F=-130(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-1829/224, B -C=-1481/137, C -D=-1308/144, D -E=-14761134, E -F=-1816/220 BOT CHORD AJ= -205/1644, I -J=-21/1304, H -I=-21/1304, F -H=-121/1630 WEBS BJ= -367/193, C -J=0/318, D -H=2/314, E -H=-356/190 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A except (jl=1b) F=130. 9) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE CU,, BUILDING DFV1i.S1GN Q�pF ESS IONq� .olvlo C 76428 z Of 0 any EXP. 12/3112016 ^7 CIV11- T�TFOF CN -W January 28,2016 WARNING - Verdy design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/20/5 BEFORE USE Design valid for use only with MiTek®connectors. This designis based only uponparameters shown. and is for an individual building component, not a buss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Brocing indicated b to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always requited for stability and to prevent co0opse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DS6-89 and BCSI Building Component Safety Information available hom Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandrio, VA 22314. Suite 109 Citrus Helpht., CA 95610 Job Truss Truss Type Qty LOADING (psf) Crooks CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP IPly1 846434924 1601-092 B04 Common 1 1 Lumber DOL 1.15 BC 0.37 Vert(TL) -0.28 G-1 >999 180 BCLL 0.0 ' Jab Reference tions/ SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jan 28 12:49:02 2018 Fir a 1 ID:gK9M2UGJvKsoA5KsQ23WwzrTY1-RzIJNT15 TkkUB)kK2719DhCb7ZNsJc97SbEh3zgo99 B-1114 14 1 1z -o-0 i n -B -z F 2440 i z_6 a� B-3.14 5-8-2 5-8-2 6.3.14 2-0-0 Scale = 1:43.8 �I 4x5 = 3x8 = 3x4 = 3x6 = 3x4 = 3x8 = 8-2-10 15.9.6 _ 24-0-0 a_? -in Id Plate Offsets (X Y) - [A:04-2,0-1-81, fE-0-0-2 0-1-81 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.10 G4 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.37 Vert(TL) -0.28 G-1 >999 180 BCLL 0.0 ' Rep Stress Inu YES WB 0.24 Horz(TL) 0.06 E n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 96 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18BtrG TOP CHORD Structural wood sheathing directly applied or 4-9-11 oc purlins. BOT CHORD 2x4 DF No.18BtrG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std GMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) A=958/Mechanical, E=1082/0-5-8 Max Harz A=-107(LC 13) Max UpliftA=-105(LC 8), E=-146(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-1818/211, B -C=-1603/191, C -D=-15951187, D -E=-1808/207 BOT CHORD A-1=199/1622, I -P=-40/1089, H -P=-40/1089, H-0=40/1089, G -Q=-40/1089, E -G=-101/1612 WEBS C -G=-72/543, D -G=-353/187, C-1=-75/554, 8-1=-359/189 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to buss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at -lb) A=105, E=146. 8) *Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE CGU;`, , y BUILDING DIVISION APPROVED E Q�t'pFESSIO/V4Z ONIO y�'P•`G C 76428 z Of o EXP. 12131/2016 m * 1 \ qTF OFC January 28,2016 ®WARNING - Vedly deslgn peramutere and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 re, 1N0=0/3 BEFORE USE Design valid to use only with MiTek®connectors. This design based only upon parameters shown, and is lar an individual building component, not a buss 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 6 to prevent buckling of individual buss web and/or Chord members ony. Additional temporary and permanent bracing MiTek' is ct crys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane Suite Greenback fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/nill Quality Criteria. DSB-89 and BCSI Building Component Safety Information' available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandrio. VA 22314. 09 Citrus Heights, CA 95610 Job Truss CSI.DEFL. Qty Ply Crooks846434925 I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.46 1601-M H15 ITrussIType DIAGONAL HIP GIRDER 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL) -0.01 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA /.bau 5 Sep [s Zutb mi r eK =ussnes, mc. i nu can - i 4":ua auro aga 1 D:gMM2U GJvKsoA5KsQ23 W wzrTYl-w9sibpljtn sb6LlwlteXiQEJ 3XzybpgJ M6Kn0 V zgo9_ -N I 6-2.14 3-0-0 2-111 3.6.7 Scale = 1:18.7 NAILED 2-8.7 LOADING (psf) SPACING- 2-0-0 CSI.DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.00 H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL) -0.01 E -H >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 17 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No: 1&Btr G TOP CHORD BOT CHORD 20 OF No.1&Btr G BOT CHORD REACTIONS. All bearings Mechanical except gt=length) B=0-7-6, C=0-2-2. (lb) - Max Horz B=112(LC 4) Max Uplift All uplift 100 lb or less at joint(s) D, E, C except 8=-177(LC 4) Max Grav All reactions 250 lb or less at joint(s) D, E. C except B=407(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 2-8-7 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Eup C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, E. C except (jt=1b) B=177. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 9) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) 'NAILED' indicates 3-10d (0.148'x3') or 2-12d (0.148'x3.25') toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-60, E -F=-20 Concentrated Loads (lb) Vert: C= -18(F) BUTTS GtJ6,,.,1 h, t Y BUILDING DIVISION APPROVED Q�pF F-SSIONq, =��O ONIO 4�, C 76428�Z�:;0 1 any EXP. 12/31/2016 1 January 28,2016 ®WARNING. Verify design perometero end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE N11=7477 rev. 10)0310/5 BEFORE USF - Design volid for use only with MiTek® connectors. This design is based onupon 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 deign into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or,chord members only. Additional temporary and permanent broking I V I I, always requied for stability and to prevent collapse with possible personal injury and property damage. For generol guidance regarding the I�kAiTek- fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/1`1`111 Ovally Criteria, DSB-89 and BCSi Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 CitrusHeirthts. CA 95610 Job Truss Truss Type Qty Ply Cracks PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.46 846434926 1 1601-092 H16 DIAGONAL HIP GIRDER 4 1 BC 0.09 Vert(TL) -0.01 F -I >999 180 BCLL 0.0 ' Rep Stress Incr Job Reference(optional) SYSTEMS PLUS LUMBER CO, ANDERSON,CA i -3-0-0 I 2-8-14 I 3-40 2-8-14 3.54 12 3x5 = 7.640 s Sep 29 2015 MiTek Industries, Inc Thu Jan 28 12:49:03 2016 Page 1 I D:q"M2UGJvKsoA5KsQ23 W wzrTYl-w9sib pljlnsb6Ll wileXi QEJ 3XzybpgJM6KnD V zgo9_ NAILED C NAILED D E Scale = 1:24.5 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL) -0.01 F -I >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 21 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18Blr G TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc pudins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 0-2-2 except (jt=length) B=0-7-6, F=Mechanical. (lb) - Max Horz B=143(LC 4) Max Uplift All uplift 100 Ib or less at joints) F, C, D except B=-167(LC 4) Max Grav All reactions 250 Ib or less at join l(s) F, C, D except B=408(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical lett and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, D. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, C, D except (jt=1b) B=167. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. 9) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) 'NAILED' indicates 3-10d (0.148"x3") or 2-12d (0.148'x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -E=-60, F -G=20 BUTTE COUNT BUIL.DI�.'G DIVISIC+� Al ROV"L Q�pF ESSIONq� ONIO y�'P2c2 0 C 76428 z 0 any EXP. 12/31/2016 ^1 C OFCN- January28,2016 A& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrE1(REFER4NCE PAGE MIP7473 rev. ta'0312013 BEFORE USE Design valid for use only with MiTek connectors. This design'* based on�y on parameters shown, and is far on individual building component, not a truss system. Before use, the building desgner must verify the applicabi of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual huss 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 ANSI/TP11 Ductility Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heinfits. CA 95610 Job Truss Truss Type Qty Ply Croaks PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.04 C -E >999 240 846434927 1601-092 Jot Jack -Open Girder 1 1 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Job Reference(optional) SYSTEMS PLUS LUMBER CO, ANDERSON,CA r.onusaep �n aia m,res nwus,nes, ur:. n co o� ID:gK6M2UGJvKsoA5Ks023WwzrTYl-0MP4o9mLV5 SjUt7RT9mFenXLxA7KGUSam4Klyzgo8z 4-6-0 2x4 II HUS26 Scale = 1:14.1 Plate Offsets (X Y)— W-0-5-11.0-1-1101 LOADING (psi) SPACING- 2-M CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.04 C -E >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.61 Vert(TL) -0.11 C -E >489 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 18 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF Ko. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins. BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=66810-5-8, C=1564/Mechanical Max Horz A=68(LC 8) Max UpliftA=-76(LC 8), C=-211(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mPh; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' in 3-6-0 tall by 1-0-0 will � r '�"'S�'' 3) This truss has been designed for a live load of 20.Opsf on the bottom chord all areas where a rectangle wide fit between the bottom chord and any other members. � B � I; LD r !'� a 4) A 20% has been applied for the lumber members. ,,;'VG D W " d �J a �9 f y,�"1 plate rating reduction of green 5) Refer to girder(s) for truss to truss connections. 6) Provide of truss to bearing capable of withstanding 100 lb uplift at joint(s) A except Qt=lb) �} � F�/ mechanical connection (by others) plate C=211. t� 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-3-8 oc max. starting at 2-0-12 from the left end to 4-44 to connect truss(es) to back face of bottom chord. F ESS�Q 9) Fill all nail holes where hanger is in contact with lumber. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Nq Citi COQ �ONIO 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard �2 2RT 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Q� J U C 76428 z Uniform Loads (plf) Of Vert: A -B=-60, A -C=20 �L EXP. 12/31120 6 m Concentrated Loads (lb) AV Vert: C=-945(8) F= -938(B) \ �P OF CAI Al January 28,2016 ,&WARNING - V ft design parametars and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE Ulf -7473 rev. la,=015 BEFORE USE Design valid for use only with Mitek® Connectors. This design is based onlIyy upon pyrometers shown. and is for an individual building component, not a buss system. Before use. the building designer must verity the opplicabddy of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- is always required for staloNty 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 ANSIfrPn Ouci ly Criteria, DSB-89 and BCS; Building Component Suite 109 Safety Information available from Truss Note Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply Crooks Plate Grip DOL 1.15 TC 0.20 TCDL 10.0Lumber 846434928 1 1601-092 J02 Jack -Open d 1 NO WB 0.00 BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Job Reference(optional) yrs r LMs—LUMCCK a. . -- .— A I D:gKdM2UGJvKsoA5KsO,23WwzrTYt-OMP4o9mLV5_SjUt7RT9mFenYyxGFKGwSam4Klyzgo8z 6b0 I 6-6-0 Scale = 1:16.3 SUPPORT BY OTHERS \ C LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.20 TCDL 10.0Lumber DOL 1.15 BC 0.22 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.18Btr G REACTIONS. (Ib/size) B=348/0-5-8,D=85/Mechanical Max Hoa B=54(LC 8) Max UpliftB=-81(LC 8), D=-3(LC 5) Max Grav B=348(LC 1), D=111(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.04 D -G >999 240 MT20 220/195 Vert(TL) -0.12 D -G >669 180 Horz(TL) 0.00 B n/a We Weight: 15 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, NOTES- (10) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D. 7) "Semirigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "NAILED" indicates 3-10d (0.148"x3') or 2-12d (0.148"0.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 ♦r Uniform Loads (plf) Vert: A -C=-60, D -E=20 Concentrated Loads (lb) Vert: H=-27(F)1=-16(F)J=-27(F) r J� d BUTTE COUN- -Y BUILDING DIVISION O` ON10 `F Q C 76428 z � p ��y EXP. 12/31/2016 r^ it OF January 28,2016 ,&WARNING - Veriy, des19n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. IOM312015 BEFORE USE �" Deign valid for use only with hv?ek® connectors. This design is based on N upon parameters shown, and is ton on individual building component, not 0 fruit system Before use. the building designer must verity the applicability of design parameters and properly incorpaote this design into the overall building design. Broking indicoted B to prevent buckling of individual huss web and/or chord members only. Additional temporary and permanent tracing M iTek' is always required tar stability and to prevent collapse with possible personal injury and properry damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, 05B-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 H.I.Itts. CA 95610 Job Truss Truss Type City PlyGooks LOADING (psi) SPACING- 2-M CSI. DEFL. in (loc) Udell Ud 846434929 1601-092 JD3 Jack -Open 4 1 F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Job Reference(optional) SYSTEMS PLUS LUMBER CO, ANDERSON. CA 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc Thu Jan 28 12:49:05 2016 Page 1 ID:g Kd M2UGJvKsoA5KsQ23 WwzrTYt-sYzSOV nzGUJLeSJ 7Ag7nrJk5Kfl3 h9cpQpuHOzgoBy a-0-0 I 6-6-0 I 4-0-0 2-6-0 Scale = 1:16.8 4x4 3.4 = Plate Offsets (X,Y) - IB:0-0-10 Edael LOADING (psi) SPACING- 2-M CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.01 E -F >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 29 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 DF No.18BtrG TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF NO.18Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) E=315/Mechanical, B=406/0.5$ Max Horz B=71(LC 7) Max UpliftE=-102(LC 9), B=-97(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-324/60, C -J=-262/68, DJ= -266/69, D -E=-289/115 BOT CHORD B -F=-63/264 WEBS D -F=-61/293 NOTES- (11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except 6t=1b) E=102. 9) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 Ib down and 109 Ib up at 4-0-12, and 63 Ib down and 84 Ib up at 644 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-60, C -D=60, E -G=-20 BUTI-E COUNTY BUILDING DIVISION N,. N ESSION+� O k <gk D ONIO y�-2�,y C 76428 z EXP. 12/31/2016 CIVIC )FOF CAI - January 282016 ®WARNING - 11e111y dealgn perametere end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/03,2015 BEFORE USE Design valid for use only with MiTek® connectors. This design B based only upon parameters shown, and is for an individual building coponent, not y a truss system. Before use, the building designer must verity the applicob'ddof design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' is always required tar stability and to prevent collapse with possible personal injury and property damage. Far general guidance regarding the Suite Greenback lane re fabrication. storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Safety Wormallon available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. 09 Citrus Heichts, CA 95610 Job Truss Truss Type Qty Ply Crooks R46434929 1601-092 J03 Jack -Open d 1 Job Reference (optional) .,.., ...•. •••�•-s7Srcmb MUu LUMULK w, 5�•wC _.aH zgo6yID:gKrjM2UGJvKSOA5KsQ23WsYzSOVnzG06JLeSJ7Ag9nrJk5Kft3hi..0 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: D=-63 J=-30 BUTTE COUNITY BUILDING DIVISION ®WARNING - VeMydeslgn parameters and READ NOTES ON THIS AND INCLUDED Mf7EK REFERANCE PAGE MII.7473 rev. 10/0]/[015 BEFORE USE �� Design valid for use only with MiTekG connectors. This design is based onNN upon parameters shown. and is for on individual building component, not a truss system. Before use, the building designer must verity the appkcobiGty of dengn parameters and properly incorporate this design into the overall buil ling design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temppary and permanent bracing M iTek' is always requied 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/TPII Quality Cdleda, DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexancho. VA 22314. Citrus He' his CA 95610 Job Truss Truss Type Qty Ply Crooks PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 846434930 I 1601-092 J04 Jack -Open - 4 1 BC 0.19 Vert(TL) -0.11 D -G >687 180 BCLL 0.0 ' Rep Stress Incr Job Reference !tonal SYSTEMS PLUS LUMBER CO, ANDERSON, CA A 2-0-0 r.oau a aep es [uio mn ex .—usmes, mc. agn i ID:gMM2UGJvKsoA5KsQ23WwzrTYt-sYzSOVnzGO6JLeSJ7Ag7nrJj6Kdx3j cpQpuHOzgo8y 6-6-0 1 6-6-0 Scale = 1:18.5 d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.03 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.19 Vert(TL) -0.11 D -G >687 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 21 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18BtrG TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recomends that Stabilizers and required cross bracing be instalmled during truss erection, in accordance with Stabilizer ;.1 nstallabon code REACTIONS. (Ib/size) C=218/Mechanical, B=412/0-5-8, 0=55/Mechanical Max Horz B=118(LC 8) Max UpliftC=-107(LC 8), B=-70(LC 8) Max Grav C=218(LC 1), B=412(LC 1), D=98(LC 3) ,FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (10) 1) Wind: ASCE 7-10: Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except (jt=1b) C=107. 8) *Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 86 Ib down and 63 Ib up at 5-10-3 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead'+ Roof Live (balanced): Lumber Increase= 1.15, Plate Increase= 1.15 Uniform Loads (plf) Vert: A -C=-60, D -E=20 Concentrated Loads (lb) Vert: C=-86 ®WARNING - VOMy des/pr parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10M.W015 BEFORE USE Design valid for use only with MffeLkO connectors. This design is based onupon parameters shown. and is for an individual building component, not a truss system. Before use. the building designer must verily me opplicabity of design parameters and property incorporate the design into the overall building design. Bracing indicated a to prevent buckling of individual truss web and/or child 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. derivery. erection and bracing of trusses and truss systems. see ANSI/TPII QuaBty Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. i BUTTE COUNTY - BUILDING DIVISION APPRD Q,�,pFESS/OA/44 =��cO�P�� ON 10 y-� Zc2 C 76428 7 * EXP. 12/31/2016 �rA January 28,2016 MiTek- 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply Croaks Plate Grip DOL 1.15 TC 0.29 TCDL10.0 240 R464Y1931 1 1601-092 JOS Jack -Open 16 1 YES WB 0.00 BCDL 10.0 Code IBC2012ITP12007 n/a Job Reference tional bybltMb PLUb LUMatK( l UtKbVN, l:H -2-aB 2-0-0 O R A - p<a cu is mit en nmuauua, uw. ID:gKdM2UGJvKsoA5KSQ23WwzrTYt-KkXgDrobliFAzolVZuBFK3stOkg,, PI24Z pgzgoBx 6-6-0 B.S. ' Scale = 1:19.7 LOADING (psf) SPACING- 2-M CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 TCDL10.0 240 Lumber DOL 1.15 BC 0.19 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 BCDL 10.0 Code IBC2012ITP12007 n/a (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.1&Btr G DEFL. in (loc) I/de8 Ud PLATES GRIP Vert(LL) -0.03 D -G >999 240 MT20 220/195 Vert(TL) -0.12 D -G >659 180 Horz(TL) 0.00 B n/a n/a BRACING - TOP CHORD BOT CHORD Weight: 21 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (Ib/size)' C=145/Mechanical, B=433/0-5-8. D=58/Mechanical , Max Horz B=127(LC 8) Max UpliftC=-73(LC 8), B=-76(LC 8) Max Grav C=145(LC 1), B=433(LC 1), D=99(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C. B. 8) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION 6oCOoNio y��tic\ C 76428 z 0 * EXP. 12/31/2y6 H OF January 28,2016 WARNING - Vorlry design paremotn end READ NOTES ON THIS AND INCLUDED MrTEN REFERANCE PAGE MII-7473 rev. 10/0312013 BEFORE USE Design valid tar use only with MiTek8 connectors. This design is based onN upon parameters shown, and is for an individual building component, not a buss system. Before use, the building designer must verify Me applicab'dity, 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 tar stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication; storoge. delivery, erection and bracing of trusses and truss systems, see ANSI/1711 Quality Criteria, Greenback Lane o, DSB-89 and SCSI SuBding Component Safety IMermcllon available (Tom Greenback om Truss Plate Institute- 218 N. Lee Street. Suite 312. Alexandria. VA 22314. 9 Citrus Height., CA 95610 Job Truss Truss Type CSI. DEFL. CCrooks (loc) I/de8 Ud 10ty JPlyI 846434932 1601-092 Jos Jack -Open 3 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.26 Vert(TL) Job Reference(optional) JY51 tMb YUJ LUMULK I:U. ........ — .......o.,�v....••••. •••••••^•••••••�-• ....._il. �.-. _...----.-.-- ID:gKIM2UGJvKscX5Ks023WwzrTYt-KkX 6D Z6ligAz l'VZuBFK3svgkx?aAP124Z pgzgo8x 2-D-0 4-6-0 Scale = 1:15.7 LOADING (pso SPACING- 2-" CSI. DEFL. in (loc) I/de8 Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 D -G >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.26 Vert(TL) -0.03 D -G >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF NO.1&BtrG BOT CHORD 2x4 DF Stud/Std G REACTIONS. (Ib/size) C=98/Mechanical, B=339/0-5-8, D=38/Mechanical Max Horz B=96(LC 8) Max UpliftC=48(LC 8), B=-66(LC 8) r Max Grav C=98(LC 1), B=339(LC 1), D=66(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown PLATES GRIP MT20 220/195 Weight: 16 Ib FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guidp, 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C. B. 7) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q'OFESSIO/v =CSO P��ONIO ,5�P.ycZ o C 76428 z p any EXP. 12/31/2016 TFOF January 28,2016 ®WARNING - Vedry design paranreren and READ NOTES ON THIS AND INCLUDED MITEX REFERANCE PAGE M147473 ray. 10/032015 BEFORE USE �� Design valid for use only with MiTekO connectors. This design is based onry upon paometers shown, and is for an individual building component, not a Irvss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing M )Tek - u always reguied for stability and to prevent collapse with possible personal injury and property damage. For general guidance regrading the 7777 Greenback Lane fabrication. storage. delivery. erection and bracing of trusses and buss systems. see ANSI/TPII Quality Criteria. OSO.89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA 95610 Job Truss Truss Type Qty LOADING (psf) crooks CSI. ` DEFL. in (loc) I/deb L/d PLATES GRIP IPly1 846434933 1601-092 J07 Jack -Open 5 1 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 G >999 180 BCLL 0.0 ' Job Reference liana/ SYSTEMS PLUS LUMBER GO, ANDERSON, i n .. ye ID:gKIM2UGJvKsoA5KsQ23WwzrTY1-oxSCQBpDoOM1ayci6bjUsGP4a8L1XdfvGkl LHzgo8w -2-0-0 } 1.10-15 20-0 1.10.15 0-1-1 1 2-0-0 SUPPORT BY OTHERS \ Scale = 1:10.2 r c A ®WARNING - V ft deafgn peremerara Arid READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII4473 rev. f&M015 BEFORE USE Design valid for use only with MTeW connectors. This design is based onN ul'�on parameter shown. and is lot an individual building component, not a buss system. Before use. the Welding design+ must verity the opplicobity of design parameters and properly incorporate this design into the overall building design. Bracing Indicatedits 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 fabricotion, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component Suite 109 safety InImmallon available.hom Truss Plate Institute. 218 N. Lee Street. Suite 312. Mexandrio, VA 22314. - Citrus Heights, CA 95610 1 1-10-15 2r0 -D 1-10-15 a1-1 Plate Offsets (X Y)• B'0-0-10 Edael LOADING (psf) SPACING- 2-M CSI. ` DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL , 1.15 TC 0.17 Vert(LL) -0.00 G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 G >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 9 Ib FT = 20% LUMBER- BRACING. TOP CHORD 2x4 DF No.18BV G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF No.18Blr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=252/0.5-8, D=23/Mechanical Max Horz B=54(LC 8) Max UpliftB=-70(LC 4), D=-5(LC 5) Max Gray B=252(LC 1), D=36(LC 3) + 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. o" " f BUTTE Go 5) Refer to girder(s) for truss to truss connections. BUILDING 1 ®� 0 j ,� �� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D. ` / (,% f 7) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. • ,e 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �®"''� ! T q n"w h - it -' Q�pFESS10. 2 50�i0 ��ONIO F o�P 76428 z _JC 0 EXP. 12/31/2016 m CIVIC. �P �TFOF CAIL. 0� January 28,2016 ®WARNING - V ft deafgn peremerara Arid READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII4473 rev. f&M015 BEFORE USE Design valid for use only with MTeW connectors. This design is based onN ul'�on parameter shown. and is lot an individual building component, not a buss system. Before use. the Welding design+ must verity the opplicobity of design parameters and properly incorporate this design into the overall building design. Bracing Indicatedits 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 fabricotion, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component Suite 109 safety InImmallon available.hom Truss Plate Institute. 218 N. Lee Street. Suite 312. Mexandrio, VA 22314. - Citrus Heights, CA 95610 1 Job Truss Truss Type Qty Ply Crooks (loc) I/deb Ud TCLL 20.0 Plate Grip DOL 846034934 1601-092 Jos Jack -Open 5 1 I 240 TCDL 10.0 Lumber DOL ' BC 0.04 Vert(TL) Job Reference(optional) JTb ICMJ—LUM —I.,—..—U., i ID:gKIM2UGJvKsoA5KsQ23WwzrTYlox5CQBpDoOM1 ayci6bjUsGP4a8LjXdfvGk_LHzgoBw A 2-0-0 2-0-0 1-10-15 LOADING (ps() SPACING- 2-" CSI. DEFL. in (loc) I/deb Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 G >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.00 G >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a War BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.t&BtrG BOT CHORD 2x4 OF No.t&Btr G 4 REACTIONS. (Ib/size) C=77/Mechanical, B=278/0-5-8, D=36/Mechanical Max Horz B=87(LC 8) Max UplifIC=Al(LC 8), B=-71(LC 4), D=-6(LC 8) Max GravC=77(LC 1), B=278(LC 1), D=38(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:14.6 PLATES GRIP MT20 220/195 Weight: 12 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer n tallatian jide. 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B, D. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNT Y B U 1 D A� �OQ��ONI'0' antis �ti� . January 28,2016 AWARNING - Vemy destgut penametera and READ NOTES ON THIS AND INCLUDED MITE11 REFERANCE PAGE MX7473 ren. 10/031015 BEFORE USE Design valid for use only with MiT00 connec tars. This design is based only upon parameters shown. and is for an individual buildingm coponent. 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 incicoted is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW. is of voys required for stobi6h/ and to prevent collapse with possible personal Gsjury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication, storage. defivem. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Crfterla, DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexondrio. VA 22314. Citrus Heights, CA 95610 Job Truss Truss Type Oty Ply Croaks TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 H >999 240 R46434935 1601-092 J09 Jack -Open 4 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a Job Reference(optional) brb t ems n Ub LUMUtK w, wwucrs—. i..:• � • •• ID:gKrjM2UGJvKsoA5Ks023WwzrTYtoxSCOBpDoOM 1 ayd6bjUsGP4a8LaXdfvGkl_LHzgoBw 5.10115 I 2-0-0 2-0-0 3.10-15 Scale = 1:19.0 A LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 H >999 240 MT20 220/195 TCDL - 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 H >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 18BIT G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF No. 18Btr G ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide REACTIONS. All bearings Mechanical except (jt=length) B=0-5-8, C=0-1-8. (lb) - Max HorzB=118(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) D, B, E, C Max Gray All reactions 250 lb or less at joint(s) D, E, C except 8=280(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) D. B, E, C. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. Q j ��C �/� ¢ Iii 1'r U' 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. BUTTE C O � J M i T 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUIL 1 ! 1 IL. 0 8e I� January 28,2016 ®WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1147177 rev. 10/0312015 BEFORE USE Design valid for use only with MiTe1kO connectors. this design is based onupon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verity the oppiicabi0ty of design parameters and property incorporate the 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 requ'ied for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback lane fabricatan. storage, delivery. erection and bracing of trusses and tans systems, see ANSI/rPll 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 hts CA 95610 Job Truss Truss Type Qty Ply Crooks Plate Grip DOL 1.15 TC 0.20 TCDL 10.0Lumber R46434936 1601-092 J10 Jack -Open 1 1 NO WB 0.00 BCDL 10.0 Code IBC2012rrPI2007 Job Reference(optional)- SYS I LMS FLUS LUMetK 1LU, ANULKZ UN. w A 2-0-0 ID:gKdM2UGJvKsoA5KsQ23WwzrTY1-G7faeWprZJVuC6BuglEjPUxDxYg7G4v2VO Yujzgo8v 4-6-0 I 4-B-0 SUPPORT BY OTHERS LOADING (psi) SPACING- 21M CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.20 TCDL 10.0Lumber DOL 1.15 BC 0.10 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 BCDL 10.0 Code IBC2012rrPI2007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.18BtrG BOT CHORD 2x4 DF No.18Blr G Scale = 1:12.6 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.01 D -G >999 240 MT20 220/195 Vert(TL) -0.03 D -G >999 180 Horz(TL) 0.00 B n/a n/a Weight: 12 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Tekcommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Acle. REACTIONS. (Ib/size) B=311/0-5-8, D=62/Mechanical Max Horz B=54(LC 8) Max UpliftB=-81(LC 8), 0=-6(LC 5) Max Grav B=311(LC 1), D=79(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1.0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of lruss.to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) "NAILED" indicates 3-1Od (0.148"0') or 2-12d (0.148'x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). BUTTE ��10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. IL 27 LOAD CASE(S) Standard BUILDING D I!c 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) �Cr Vert: A -C=-60, D -E=20 P P R O c 11 Concentrated Loads (lb) Vert: H= -28(F) 1=-22(F) Pa r�-VESSIO/V ;oeP� ojNio y��tic2 06428 7 D any EXP. 12/31/2016 CIVIC T�TFOF C Al. O� January 28,2016 AwARNING - Verify design parameren and READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE 0147173 rev. 100t)"013 BEFORE USE �- Design valid fa Mi use only with Tekc,8 connectors. This design is bosetl onN upon porameters shown, and is for an individual building component. not a buss 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 buss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required fa stability antl 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 buss systems, see ANSI/1P11 Quality Criteria, DSB-89 and BCSI Building Component Suite 109 SafetyInformaBon available from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314, citrus Hei hls CA 95610 a Job Truss Truss Type Qty Ply Crooks CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Rd6d34937 1 1601-092 J11 Jack -Open 1 1 ' BC 0.04 Vert(TL) -0.01 F-1 >999 180 BCLL 0.0 ' Job Reference(optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jan 28 12:49:08 2016 Page 1 I D:gKdM2UGJvKsoA5KsQ23WwzrTYt-G7faeWprZJVuC6BuglEjPUxEKYhwG4y2VO2Yujzgo8v 2-0-0 1 4-0-0 ' 0.6.0 4■a 2-52 3-3-10 , 4-6-0 Scale= 1:14.4 Plate Offsets (X Y) - (B 0-0-6 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 F-1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.01 F-1 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.06 Horz(TL) 0.00 ' E n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 21 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, except BOT CHORD 2x4 OF N0.18Btr G end verticals. WEBS 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) E=284IMechanical, 8=323/0-5-8 Max Hoa B=71(LC 7) Max UpliflE=-92(LC 5), B=-72(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD D -E=-289190 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25tt; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E. B. FES.S�Q &q 9) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. COQ �� O N I ll 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 142 Ib down and 79 Ib up at 4-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. U 2 ft1 J (-) C 76428 z LOAD CASE(S) Standard %'� j X,y 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 BUTTE �O LJ �i I G Uniform Loads (plf) BUILDING p-` I c! :). oX P. 12/31/2016 m Vert: A -C=-60, C -D=60, E-6:-20 LJ Concentrated Loads (lb) ( fes. Vert: D=-139 PPROV( `j9r CIVIL A FOF CA1-\F January 28,2016 ,&WARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev. 10/097015 BEFORE USE • Design valid for use only with MiTek® connectors. This design a based only upon parameters shown. and is for an individual building component, not a buss system. Before use, the building designer must verify the applicability at design parameters and properly incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Suite re Satety l formaBon available hornTruss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Citrus He' his CA 95610 Job Truss Truss Type oty PtyCrooks 20.0 Plate Grip DOL 1.15 TC 0.17 TCDL 10.0 846434938 1601-092 LAY01 GABLE 2 1 YES WB 0.05 BCDL 10.0 Code IBC2012(rP12007 Job Reference(optional) SYSTEMS PLUS LUMBER CO. ANDERSON, CA 7.640 s Sep 29 2015 MTek Industries, Inc. Thu Jan 28 12:49:09 2016 Page � 1 ID:gKdM2UGJvKsoA5Ks023WwzrTYt-kJDzmgUKddlgG14EOIy1 UP8yt07XJBk2n509zgo8u 0 0 1-10-12 1.11.4 1-615 A Scale a 1:34.8 B �4 11 I H J G F 2.4 \\ 2x4 11 2x4 11 2x4 11 LOADING (psi SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 TCDL 10.0 Lumber DOL1.15 BC 0.02 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 BCDL 10.0 Code IBC2012(rP12007 (Matrix) LUMBER - TOP CHORD 2x4 DF Stud/Std G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G TO BE USED AS A FILLER TRUSS ONLY DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 220/195 Vert(TL) n/a n/a 999 Horz(TL) 0.00 E n/a n/a Weight: 31 Its FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Inslallalion uide REACTIONS. All bearings 5-5-7. (lb) - Max Horz A=-207(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) A, E, I, H. F except G=-120(LC 9) Max Grav All reactions 250 Ib or less at joint(s) A, E, H. G, F FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-118/304, B -C=111/257 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) A considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, E. I, H. F except Qt --lb) G=120. 8) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE BUILDIN( APPR January 28,2016 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED NIrEK REFERANCE PAGE N11-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek®connecfors. This design is based onNry upon parameters shown, and is for on individual building component. not o truss system. Before use, the building designer must verify the applicobiFity of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required fa stability and to prevent collapse wilh possible personal injury and prciperty damage. For general guidance regarding the 7777 Greenback Lane Saintfrdar stooge, delivery, erection and bracing of trusses and truss systems, see AN51/TPII Quality CrBeda. DSB•89 and SCSI Building Component Suita 109 Sofery Intpma8on available from TNss.Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus He' hts CA 95610 Job Truss Truss Type Qty PlyCrooks (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 846.134939 1601-092 LAYO2 GABLE 2 1 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr Job Reference(optional) SY51t105 PLUS LUMtlGf UV, HNUtKt UN, t 1 D:q KdM2UGJvKsoA5KSQ23 WwzrTYt-kJ DzrsgU Kddlq Gl4 EOlyxh U Pgy 119 W s Bk2n E9zgo8u 7 1-6-3 2.0.0 2-0-0 1-10-12 -8 Scale = 1:43.6 F K J L I H G TO BE USED AS A FILLER TRUSS ONLY LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20. 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) -0.01 F n/a n/a BCDL 10.0 Code IBC2012fTP12007 (Matrix) Weight: 48 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 DF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer nstallatibn uide REACTIONS. All bearings 7-5-7. (lb) - Max Horz A=288(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) A, F, G, H except 1=-119(LC 8), J=-117(LC 8), K=-102(LC 8) Max Gray All reactions 250 Ib or less at joint(s) F, H, I, J, K except A=2911 (LC 8) FORCES.' (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=405/164, B -C=305/127 NOTES- (10) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" 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. r..,A b a ( j'� COY i f� TY 7) Bearing at joint(s) F considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capality 1 v� j �J' �9 1 ofbedemec surface. rEB p�q DING DIS/��p/1 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, F, G,tH;•except I� V ESS (jtemki 119, tchbre K=102. AP ®� 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. �r'""j 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 6 X., c January 28,2016 ®WARNING -11.1111 design pararnatwa end READ NOTES ON THIS AND INCLUDED MITEX REFERANCE PAGE MI -7473 rev. 10/038015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon porometers shown, and is lot an individual building component, not o buss system. Before use, the building designer must verity the applicability of desgn parameters and property incorporate this desgn mto the overall building design. Bracing indicated B to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing Welk' is always required far stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, defvery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Bunding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Mexandrio, VA 22314. Suite 109 Citrus Heights, CA 95610 4 Job Truss Truss Type Qty Ply Crooks Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 - 846434940 1601-092 ' LAY03 GABLE 2 . 1 Lumber DOL 1.15 BC 0.04 * Vert(TL) n/a n/a 999 Job Reference tional STS I EMS PLUS LUMBER( DU, ANDERSON, CA m; r cn uwuau�ca, urs. Th. �ci, cu �c..o. •u cu �u rayo � ID:gKIM2UGJVKSoA5KsQ23WwzrTYt-CW nL3Cr65xlcRPKGojGBUvi aoLNRk_aLziXNbzgo8t 3-11-7 11-5-7 311-7 I 7.6.0 6x6 G TO BE USED AS A FILLER TRUSS ONLY Scale = 1:24.8 C•, D E F G I 3.4 // M L K J I H LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.04 * Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 H n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 60 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-5-7. (lb) - Max Horz A=146(LC 7) Max Uplift All uplift 100 Ib or less at joints) A, H, K, I, J, L except M=126(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, H, K. I, J, M, L FORCES. (Ib) - Max. Comp./Max.,Ten. - All forces 250 (lb) or less except when shown. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, H. K, I, J, L except at --lb) M=126. 9) Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. WARNING - VarNy dealgn pemmatera and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIF7473 ni, tON3R0f 5 BEFORE USE .Design valid fa use only with Miiek® connectors. This design's based onN upon parameters shown. and is fa an individual building component. not a hsrss system. Before use. the building designer must verity me opplicobi ty of design parameters and property incorporote this design into the overall building design. Bracing indicated is to prevent buckling of individual suss web and/a chad members only. Additional temporary and permanent biocing rs oNvoys required for stobility and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. ' 40()FESS/0/V =��O P�� ONTO y�'A 2c2 CJ co C 76428 z � o EXP. 12/31/2016 �T CMI 9 OF --- January 28,2016 MiTek- 7777 Greenback Lane Suite 109 9 7 Job Truss Truss Type Oty Ply Crooks Plate Grip DOL 1.15 TC 0.14 TCDL10.0 Rd6d34901 I 1601-092 LAY04 GABLE t 1 YES WB 0.08 BCDL 10.0 Code IBC2012/TP12007 Job Reference(optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s SeD 29 2015 MiTek Industries, Inc. Thu Jan 28 12:49:11 2016 Page t 1 D:gK4M2UGJvKsoA5KsO23 W wzrTYt-hi L)GYsks ElT3ZvTLRn016Z141iROMU BMGC U2zgo8s n-10 1d 17-11.12 11-10-14 6-0-15 ' TO BE USED AS A FILLER TRUSS ONLY 6x6 \\ 6x6 \\ R a P O N M L 3x4 = LOADING (psi SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 TCDL10.0 Lumber DOL 1.15 BC 0.04 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 BCDL 10.0 Code IBC2012/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 DF Stud/Std G BOT CHORD 2x4 DF No.2 G OTHERS 2x4 OF Stud/Std G DEFL. in (loc) Weft Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 220/195 Vert(TL)• n/a n/a 999 Horz(TL) 0.00 K n/a n/a Scale = 1:37.0 Weight: 110 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 17-11-12. (lb) - Max Horz A=-234(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) A. P, O, T, S, R, O except L=-117(LC 9), M=-126(LC 9) Max Grav All reactions 250 Ib or less at joint(s) A, K, P, L, M. N, O, T. S. R, Q FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp Ci enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, P, O, T, S. R, Q except Qt=1b) L=117, M=126. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, T, S. 11) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 12) Gap between inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�OFESS IOIV4` ONIO tic� C 76428 z 8U -A-E COUNTY * � EXP. 1213112016 m BUILDING DIVISION P0�D ��r CMI FOF CAI.�F January 28,2016 A WARNING - 11e111y design Panmet— and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE mn-7473 mv. laro RO1S BEFORE USE Design valid fa use only with WvieL® sig connectors. This den is based only id upon parameters shown, and is tar an individual building component, not 0 buss system. Before use, the twilling designer must verity the opplicab. ty 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 tar 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/TPII Quality Criteria, DSB-89 and BCSI Building Component Suite 109 Safety InfamaHon available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexondria. VA 22314. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Cracks R46434942 1601-092 LAY05 GABLE 1 1 Job Reference tion.! SYSTEMS PLUS LUMBER CO, ANDERSON,CA 7-5-7 TO BE USED AS A FILLER TRUSS ONLY 7.640 s Sep 29 2015 MiTek Industries, Inc Thu Jan 28 12:49:11 2016 Page t I D:q Krj M2UGJvKsoA5KsQ23 W wzrTYt-hi LjGYsks E IT 3ZvTLRnQ 16Z1 FI iYTPOU B M GC U2zgo8s 14-10.14 7 S7 4x4 = Scale = 1:49.5 3.4 // P rl N M I. K J 3X4 \\ Plate Offsets (X Y)-- [B:0-0-1,0-0-01. [C:0-0-1,0-0-01. [D:0-0-1,0-0-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/de8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) n/a n/a 999 BCLL 4 0.0 ' Rep Stress Ina YES WB 0.16 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix) Weight: 89 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ,OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-10-14. (lb) - Max Horz A=189(LC 7) Max Uplift All uplift 100 Ib or less at joints) A, I, L, N except J=-115(LC 9), K=-122(LC 9), P=-115(LC 8), 0=-121(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, 1, M. J, K, L, P. O, N FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-252/161 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25tt; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This buss 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 lb uplift at joint(s) A, I, L, N except ';�'OFESS/0/v (Semi)=11s, chbrea swath 0=121. �4OQP��ONIO h�F.fc 9) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 2 C 76428 z ' COUNTY * y EXP.1213112016 BUILDING DIVISION m Y R® E9 E®IV T�TFOFCAL January 28,2016 AWARNING - Verity de.19n Parameter. end READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MIF7473 rev. 10107!1015 BEFORE USE Design valid for use only with MiTek® connectors. This designis based onN upon parameters shown, and is tar an individual building component. not a truss system. Before use, the building designer must verity the applicab' ty of design parameters and property incorporate this design into the overall building design. Bracing indicated B to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is owoys 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. mect'lon and bracing of trusses and truss systems. see ANSI/TPIt Quality Criteria, DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y b 4 8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X -bracing, is always required. See SCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer. Far truss individual lateral braces themselves ' �-'/16" 4 wide spacing, WEBS coo 1: u ; �' y O may require bracing, or alternative Tor 1 bracing should be considered. 3. Never exceed the design loading shown and never U U CL stock materials on inadequately braced trusses. a-4. Provide copies of this truss design to the building For 4 x 2 orientation, locate . BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0-'n6' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI I. required direction of slots in connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. - ' Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber software or upon request. - shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. ICC -ES Reports: The first dimension is the plate 10. Comber is a non-structural consideration and is the width measured perpendicular ESR -131 1, ESR -1352, ESR 1988 responsibility of truss fabricator. General practice is to 4 x 4 to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 comber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14 Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved approval of on engineer. reaction section indicates joint 17. Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. _ _ 18. Use of green or treated lumber may pose unacceptable errvironmenlul, heullh or perfurrnunce asks. Consull with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone Plate Connected Woad Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, MiTek k 20. Design assumes monutoctvre in accordance with Guide to Good Practice for Handling, ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Y : y tt CD 0 O O 0 0 <D a 0 cn� c� 0 0 0 0 W En (A (A (A CA M (,n Ln M (.n cn W wo, wol rn 0 J07 J07 6 (D 6 08— 91 J08 CD J09— :=— iF J09 A01 A03 X I A04 c� A05 OA02 �ij it A06 A07 I A 07A AO8 A08 min A08 mi A08 mi A08 m! A09 PQ ri 6 A10 O Mimi Q All Al2 A13 A14 A15 J08 804 6 J07 CP CD B03 It jj I vvui 802 BOi (M c CD Jog J09 2V 0 C IQ J08---- J08 91 o J07— J07 cc': -En En wol 7. (n wol 91 m CD Q CD a 0 0 c� CD En En cn cn Ln 41 W N 0 24* DFIC i E COUNTY ")ILDING DIVISIOti APPROVED ROOF TRUSS LAYOUT s :.,S - SYM-EMS PLUS LUMBERCO. 'Crooks , 1601-092 Chico `JC JO i. Joy JO • J0; JO! JO; ' JO! JO! • JO, ' JO° ` JOE • JOE - J0E ' JO,, • JO: J0" Q 01- 6-06-00 J _ \ , 4-06-00 r- r CV m � Lo CO � 00 00 co 00 00 O O r N co, qt o b o O co O O O O O O O O O O O O O O r .- O O 16, � -� " Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q W021 2 r i I J10 3 F J11, Job , =MSH29 g JUS24 J06° 00 i - -- -- J06 o o �� -3 S f-- f — I■ J01� ( �I ' kit: Ix x:: I W02 LAYO4f — --- -- -- I� J02 - -Y-02 ----, —F --- . -- -- _, J03 MI — Y02_ - I I _._� ---- —" f �I J05 1 {; _LA_ Q3 I Y01 "� i� J05 p J05 Q �- a } 71 J05D I J05 LL - -- I _ pW N� II £p< p I I f } J04- U CD U ' (' t:.: i r,.£ 4.. :. 'r. Yt:n. .:v... Y. :;; .I F...., £ RF" Il..!s>i.:r,,Y.. > �::: A+si 3.. w I':.. ^!.. (!i -^. t•P?F-. r:SH r.,: I.x.il l r..,..i... _.;...f .t„ - �•3 .i r2+ r�:� .21� I I i I'I J03 - N IN I ; J02' L I I II I I I I I II I �I� II I I II II II I II I I i I , W02' �': 11 i� J J J1 r— co CD o p MO p ?IM IM co. O 6-06-00 y _ BUTTE C:OLJN-i 6-06-00 BUILDING DIVISION APPROVED I i BCSI-Bi SUMMARY SHEET -GUIDE FOR Cn�nc nvnr tiAr rr»v rnnuirn r'nrtnlnv GENERAL NOTES * . NOTAS GENERALES' Trusses are not marked in any way to identify the los busses no estan marcados de ningdn modo que frequency or location of temporary lateral restraint identiliquelafrecuendaolocalizaddnderesbicridnlateral and diagonal bracing. Follow the recommendations y arnostre diagonal temporales. Use las recomendadones for handling, installing and temporary restraining de manejo, instalad6n, resbicrdn yamosbe temporal de and bracing of trusses. Refer to BCSI - Guide to los trusses. yea el folleto BCSI- Guia de Buena Pratt c Good Practice for Handling Installing Restraining Dara el MaMid, Instalacidn. Restricdrin I,Amostre d los & Bracing of Metal Plate Connected Wood Trusses de Madera Conectados con Placas de Meta Tru ccpc*** for more detailed information. , para informacidn miss detallada. j ; • , Truss Design Drawings may specify locations of Los dibujos de disefio de los trusses pueden especificar Permanent lateral restraint or reinforcement ement for las lacalizadones de restrcrion lateral Per man n teo individual truss members. , Refer to theB n l mi m individuales del CSI- rehrerzo a os a bras a buss. yea la 83*** for more information. All other permanent hoja resumen BCSI-B3*** para mas informaddn. EI bracing design is the responsibility of the building resto de los disefios de arriostres permanentes son la designer. responsabilidad del disefiador del edifido. f tr AWARNING The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death: iADVERTENCIA! EI resultado de un mane/o, levantamfento, instalaci6n, restriccicin y arrisotre incon ecto puede ser la cafda de la estructura 0 , aun peor, heridos o muertos. . ACRUU= Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, eom9 feet, hands and head when working with trusses. ' Ali A Ublice cautela al quitar las ataduras - - - o los pedazos de metal de sujetar para evitar dano a los trusses y prevenir la herida personal. Lleve el equipo protectivo personal para ojos, pies, " f mantis y cabeza cuando trabaja con trusses. Use , WAVY -MM Utilice special care in ' i cuidado especial en windy weather or 1 dias ventosos o cerca ' y near power lines ' de cables electricos o and airports.., de aeropuertos. S"r- f ritruss ritruss HANDLING.- MANE10 EMAvoid lateral bending. 1' ' Evite la Oexidn lateral. ' 0 Use proper rig- Use equipo apropiado ' ging and hoisting para levantar e The contractor is responsible for )� equipment. improviser properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage.�- EI contratista Bene la responsabilidad de \ recibir, descargar y almacenar adecuadamente i los trusses en la obra. Descargue los trusses en 1 "' la tierra liso para prevenir el dano. . (S) DO NOT store NO almacene - . �'R "••'�,, '� �: �� T == •.+-:.- unbraced bundles verticalmente los upright. trusses sueltos. 0 Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in * ' contact with the ground after delivery. If trusses are to be stored for more than one week, place .a blocking of sufficient height beneath the stack of trusses at 8'(2.4 m) to 10'(3 m) on -center (D.C.). Los trusses pueden ser descargadas directamente en el suelo en aquel momento de entrega o almacenados temporalmente en contacto con el suelo despu6s de ent ega. 5i los trusses estaran guardados para mas de una semana, ponga - - bloqueando de altura sullciente deals de la pila de los trusses a 8 hasta 10 pies en Centro (D.C.). DO NOT store on NO almacene en Berra For trusses stored for more than one week cover uneven ground. deli9ual. bundles to protect from the environment. Para busses guaniados por mas de una semana, r' y cobra IDs paquetes para protegenos del ambiente. Refer to BCSI*** for more detailed information --_ pertaining to handling and jobsite storage of f -' trusses. Vea el folleto BCSI*** para informacidn mas decal- +t lade sabre el manejo y almacenado de los busses en area de traballo. C INA.STALLING, RESTRAINING AND ig. Please always consult a Regist_e.red Design HOISTING AND PLACEMENT OF TRUSS BUNDLES 'STEPS TO SETTING TRUSSES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES LAS MEDIDAS DE LA .TNSTALACION DE LOS TRUSSES G I DONT overload the crane. % 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 NO sobrecargue la gr6a. trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five G NEVER use banding to lift a bundle. trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see NUNCA use las ataduras para levantar un paquete. ; below). 7) Repeat process with groups of four trusses until all trusses are `et. Q • A single lift point may be used for bundles of 1) Instale los arriostres de tierra. 2) Instale el primero truss y ate seguramente al arriostre de . tierra. 3) Instale los prdximos 4 trusses con restriccidn lateral temporal de miembro corto (vea top chord pitch trusses up to 45' (13.7 m) and ,1 abajo). 4) Instale el arriostre diagonal de la Cuerda superior (vea abajo). 5) Instale arriostre parallel chord trusses up to 30' (9.1 m), Use at least two lift points for bundles of top A WARNING Do not over load supporting mi m undarios para estabilice los rimeros cinco trusses diagonal para los Janos de los a bras sec 9 Pa P Pa P vea abajo). 6 Instale la restriccicin lateral tem g ( 1 )• ) pore) y arriostre diagonal para la Cuerda inferior chord pitch trusses up to 60' (18.3 m) and paral- structure with truss bundle. (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los lel chord trusses up to 45' (13.7 m). Use at least trusses esten instalados. f . three lift points for bundles of top chord pitch 7ADVERTENCI4! No sobrecargue la trusses >60' (18.3m) and parallel chord trusses estructure apoyada con el paquete de Refer [o BCSI-82*** for more information. t >45'(13.7 m). trusses. Vea el resumen BCSI-B2*** para mas informacidn. Puede usar un solo lugar de levantar para pa- Q Place truss bundles in stable position. RESTRAINT/ BRACING FOR ALL PLANES OF TRUSSES quetes de trusses de la Cuerda superior hasta 45' pure paquetes de trusses en una posicidn RESTRICC16N/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES y trusses de cuerdas paralelas de 30'o mens. _ estable. [� This restraint and bracing method is for all trusses except 3x2 and 4x2 chord trusses Use por to mens dos pun[os de levantar con grupos de trusses de Cuerda superior inclinada parallel (PCTs). See top of next column for temporary restraint and bracing of PCTs. hasty 60'y trusses de cuerdas paralelas hasty 45: Use por to menos dos puntos de levantar con grupos de trusses de Cuerda superior inclinada Este metodo de restricridn arnostre es paralelas Y pard todo busses ea eptr trusses de cuerdas mas de 60'y trusses de cuerdas paralelas mas de 45: (PCTs) 3x2 y 4x2. Vea la parte superior de la columna para la restricoidn y err ostre temporal de PCTs. poral de MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSS RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES = Using a single pick -point at the peak can damage the truss. EI use de un solo lugar en el pini para levantar puede sD. or less hater dafio al truss. • r x. 1/2 length 'Tegline TO 30'(g.l ASTA 30 PIES 1) TOP CHORD - CUERDA SUPERIOR . Truss Span ' ' : a' ..Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramo r Espaciamiento del Arriostre Temporal de la Cuerda Superior. Up to 30' 10'(3 m) o.c. max. (9.1 m) Asphalt Shingles 30'(9.1 m) - 8'(2.4 m) o.c. max. 45'(13.7 m lapped at least two trusses. 45' (13.7 m) - 6'(1.8 m) o.c. max. 60' 18.3 IT 6D,'(18.3 m) - 4'(1.2 m) o.c. max. 80' 24.4 m yTolerances for Out -of -Plane. + ^*Consult a Registered Design Professional for trusses longer than 60' (18.3 m).� Locate Spreader bar 10• (3 m) *Consulte a un Professional Registrado de Disen"o para trusses mas r. reader bar above or stillbadt O.C. max. de 60 pies. /! mid -height Toe -in. T n. See BCSI-B2*** for TCTLR options. yea el BCSI-81*** para las opdones de TCTLR. t Spreader bar 112 to I - 2l3 Wss length -� - *** agline Spreader bar va to Refer to BCSI-63 for TRUSSES UP TO 60' (18.3 m) -� yq truss length - Gable End Frame restraint/bracing/ q r TRUSSES HASTA 60 PIES Tagliner , _ TRUSSES UP TO AND OVER 60' (183 m) reinforcement information. s. TRUSSES HASTA Y SOBRE 60 PIFS --► •Para inftirmacidn sobre restricoidn/ TCTLR Hold each truss in position with the to Hasbales vea el resumen BCSI-B erection equipment until top chord temporary lateral restraint arriostre/refuerzo pat Armazones is installed and the truss is fastened [o the bearing points. " 10" or Sostenga Cada truss en posicidn con equfpo de gnia hasty que la res[ricoidn lateral temporal de la Note: Ground bracing not shown for clarity. � Truss attachment Cuerda superior este instalado y el truss este asegurado en los soportes. 0 Repeat diagonal braces for each set of 4 trusses. required at support s) I Repita los arrisotres diagonales para sada grupo de 4 trusses. Section A -A INSTALLATION OF SINGLE TRUSSES BY HAND 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO 1= LATERAL RESTRAINT & DIAGONAL BRACING ARE t VERY IMPORTANT 0 Trusses 20 - ` ' -' - Trusses 30' II -`' (6.1 m) or (9.1 m) or t - iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL ` less, support less, support at r 'SON MUY IMPORTANTES! Diagonal near peak. quarter points. bracing CLR splice reinforcement Soporte I Soporte de Truss Member LR cercacerca al pito los cuartos I los ♦ I trusses Trusses up to 20' de tramp los E Trusses up to 30' .j 1 Web members de 20 pies o (6.1 m) trusses de 30 (9.1 m) mentis. Trusses hasty 20 pies pies o menos. Trusses hasta 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL Refer to BCSI-82*** for more information. Top Chord Temporary i Vea el resumen BCSI-B2*** pare mas informaddn. Lateral Restraint (TCTLR) 0 Locate ground braces for first truss directly in line 2x4 min. with all rows of top chord temporary lateral restraint table in the next column). Coloque los arriostres de tierra para el primer • __ truss directamente en linea con sada una de las filas de restriccicin lateral temporal de la Cuerda =90* Brace first { superior (vea la tabla en la prdxima columna). truss securely DO NOT walk on unbraced trusses. before NO Gamine en Wsses sueltos. E- erection additional ' SO. DO NOT stand on truss overhangs until trusses. Structural Sheathing has been applied to the truss and overhangs. NO se pare en voladizos cerchas hasta Revestim/ento esWctural ha sido aplicado a la armadurd y voladizos. Ut iHO1A RESUMEN DE LA VOUR mas de 60 I Bottom chords Diagonal braces every 10 truss spa 30 (3 m) - 15' (4.6 m) max. Same spacing as bottom Note: Some chord and web member. chord lateral restraint not shown for clarity. 3) BOTTOM CHORD - CUERDA INFERIOR --Lateral Restraints - 2x4xl2' or greater lapped over two trusses or CLR splice reinforce- ment. Bottom chords 10'(3 m)-15'(4.6m)max. EL A Minimum 2'2x Scab block centered over splice. Attach to CLR with minimum 6-16d ees (0.135x3.5`) nails each side of splice or as specified by the Building Designer. SECTION A -A Truss Member RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICC16N YARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 f 10'(3 m) or Diagonal bracing Repeat diagonal bracing Refer to 15'(4.6 m)* every 15 truss spaces 30' BCSI-B7*** for more (9.1 m) max. information. Vea el resumen BCSI-B7*** Para 4 As informaci6n. t $restraint and bracing is securely and properly in place. NO proceea con la construccidn hasty que todas las restric- crones laterales y los amostres esten colocados en forma apropiada y segura. DO NOT exceed maximum stack heights. Refer to BCSI-B4*** `or more information. NO exceda las alturds maximas de montdn. Vea el resumen !BCSI-84*** pard mas informacidn. r NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs. 1 INUNCAapile los materiales cerca de un pica, a centro de la luz, en "cantilevers o aleros. DO NOT overload small groups or single trusses. IINO sobrecargue pequenos grupos o trusses individuates. 1Place loads over as many trusses as possible. oloque las cargas sobre tanros trusses tomo sea posible. ! Position loads over load bearing walls. �loque las cargas sobre las Paredes sopor[antes. ALTERATIONS - ALTERACIONES =Refer to BCSI-BS.*** Truss bracing not shown for clarity. i `Vea el resumen BCSI-85. *** zlDO NOT cut, alter, or drill any structural member of a truss unless r "specifically permitted by the truss design drawing. �NO Corte, altere o perfore ning6n miembro esWe'fural de un Wss, I "a menos que este especificamente permiddo en el dibujo del diseno °Uel truss. Maximum Stack Height for Material on Trusses'.•; Apply diagonal brace to vertical Height Gypsum Board t webs at end of cantilever and at 16"(406 mm) Asphalt Shingles A bearing locations. All lateral restraints 8'(203 mm) lapped at least two trusses. 34 tiles high 'Tap chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords t and 15'(4.6 m) o.c. for 4x2 chords. 0 INSTALLING - INSTALACION r,Out-of-Plane , yTolerances for Out -of -Plane. r Out -of -Plumb Max. Bow Truss Length "Tolerancias para Fuera-de-Plano. � Max. Bow - .iLeng D/50 D (ft.) 3/4" 12.5' 19 mm 3.8 m h -► [�--J All -_�- vis" r ria" las' �j iS T Length --► (' 91 6 mm 0.3 m 22 mm 4.5 m Max. Bow ; 1l2" 2' 1" 16.7' I'. Max. BO. o 13 mm 0.6 m 25 mm 5.1 m 3l4" 3' 1-1/8" 18.8' c �=- Length ► - m Plumb 19 mm 0.9 m 29 mm 5.7 m ' ./line 1" 4' 1-1/4" 20.8' (Tolerances for f 25 mm 1.2 m 32 mm 6.3 m Out -of -Plumb. 1-114" 5' 1-3/8" 22.9' Tolerancfas para D/5o max - _ ' 32 mm 1.5 m 35 mm 7.0 m 1Fuera-de-Plomada. - 1-112" 38 mm 6' 1.8m 1-1/2" 25.0' 38 mm 7.6m I 1-314" 7- 1-3/4" 29.2' CONSTRUCTION LOADING45 mm (271_p 45 mm 8.9 m CARGA DE CONSTRUCC16N 2" 28' 2" 233.3' I 51 mm 22.4 m 51 mm 10.4 m DO NOT proceed with construction until all lateral $restraint and bracing is securely and properly in place. NO proceea con la construccidn hasty que todas las restric- crones laterales y los amostres esten colocados en forma apropiada y segura. DO NOT exceed maximum stack heights. Refer to BCSI-B4*** `or more information. NO exceda las alturds maximas de montdn. Vea el resumen !BCSI-84*** pard mas informacidn. r NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs. 1 INUNCAapile los materiales cerca de un pica, a centro de la luz, en "cantilevers o aleros. DO NOT overload small groups or single trusses. IINO sobrecargue pequenos grupos o trusses individuates. 1Place loads over as many trusses as possible. oloque las cargas sobre tanros trusses tomo sea posible. ! Position loads over load bearing walls. �loque las cargas sobre las Paredes sopor[antes. ALTERATIONS - ALTERACIONES =Refer to BCSI-BS.*** Truss bracing not shown for clarity. i `Vea el resumen BCSI-85. *** zlDO NOT cut, alter, or drill any structural member of a truss unless r "specifically permitted by the truss design drawing. �NO Corte, altere o perfore ning6n miembro esWe'fural de un Wss, I "a menos que este especificamente permiddo en el dibujo del diseno °Uel truss. Maximum Stack Height for Material on Trusses'.•; Material Height Gypsum Board 12' (305 mm) plywood or OSB 16"(406 mm) Asphalt Shingles 2 bundles Concrete Block 8'(203 mm) Clay Tile 34 tiles high To Note: Some chord and web members Th not shown for o clarity. !0"'i ty Diagonal braces every 10 truss spaces 20' (6.1 m) max. � Trusses that have been overloaded during construction or altered without the Truss Man- ifacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado duran[e la cdnsWccidn o han sido alterados sin la autor- zacidn previa del Fabricante de Trusses, pueden hater nulo y sin efecto la garanba limitarda del abricante de Trusses. r ct the Component Manufacturer for more information or consult a Registered Design Professional for assistance. w a non -printing PDF of this domment, visit sDdrMustrycom/bl. - The truss manufacturer and truss design rely on the presumption that the contractor and crane operator (if applicable) are ionals with the capability to undertake the work they have agreed to do on any given project. If the contractor belleves it needs xe In some aspect of the construction project It should seek assistance from a competent party. The methods and procedures callconstruction n vdll ut th trusses into lace SAFELY. 1 In this document are Intended [o ensure that the Ove techniques employed e b POY P P I Ili restraining and 'n n the collective ex 'ence of leading recommendations for handling, installing, rests bracing trusses are Dared upon Oo Pen 9 9. n9, 9 � (mrolve0 with truss design, manufacture and Installation, but must due ro the nature of responsibilities involved, be presented, a GUIDE for use by a qualified building designer or contra=.. It is not Intended that these recommendations be Interpreted as r to the building designers design specification for handling, installing, restraining aril bracing trusses and it does not preclude the )ther equl alem methods for rrstrdining/bracing and providing mobility for the wags, columns, floors, roofs and all the Interrelated rdl building components as determined by the contractor. Thus, SSCA and TPI expressly disclaim any responsibility for damages from the use, application, or reliance on the recommendations and information contained herein. . SSC &. 1L1LR ji r1�1 w000 rmrsr coasm TRUSS PLATE INSTITUTE 6300 Enterprise cane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 608/274-4849 • sllcindustry.com 703/683-1010 • tpinst.org BIWARNIIx17131205 O ►�/ 2 • • O • IAt/�r 11/A[�r � U P.rofFRBnal Re9istrad57deb-iseno1