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B17-1283 047-750-073 (2)
' •1TRIMLINE ' RIGID ROLL;',;'. TM N 'RIDGE VENT APPLICATION BuZLMING PRooucrs ITI SEISMIC AND WIriD DESIGNS • ,According to the APA -The Engineered Wood Association, Continuous Ridge Vents, like Trimline and Trimline Plus, can be used in conjunction with a Roof Diaphragm and meet the requirements to withstand lateral loads in Seismic and High Wind Designs. Trimline and Trimline Plus can be used in unblocked as*well as blocked Roof Diaphragms. According to the APA with an unblocked diaphragm,, -- ' Unblocked , there is no requirement for a connection to -be made between a • Diaphragm unsupported edges 'of adjacent panels. With an unblocked dia , ` phragm type construction Trimline and Trimline Plus ridge vents + , can be installed with no modification, to the published installs tion instructions.' In an unblocked, diaphragm, only the 4 -foot-•. ,wide panel ends occur over and are nailed to common framing. This is the most common type of diaphragm used in standard r'Blocked residential construction. J ' Diaphragm According to the APA with a blocked diaphragm, the use - of a continuous ridge vent is;slightly more challenging because all } edges of all adjacent panels must occur over and be attached to , r . common framing. This additional nailing provides a greater num- Edganoil spaog ber of fasteners available to transfer shear from one panel to an- other, thus increasing the overall shear capacity and rigidity or = ; stiffness of the diaphragm. This is as true for the ridge'as it is for; ' ' '`J ' Unmodad other panels occurring in a common plane. This can be done by i. Blocked • • ' placing blocking in alternating spaces between the rafters'or joists. At the location where there is not blocking,'the slot at the ridge' Mall do* nail sparing • that is cut for venting, is increased in width to the required open- ; • " - , ing for proper ventilation. At the location where there is blocking, • 1999 APA -'nye Engineered Wood Association the required nail spacing'shall be halved,'so that twice 8 many Ridge Vent Application ' nails are present to make this connection in every other space.• with Blocked Diaphragm How is proper attic ventilation , :. achieved with alternating blocking in a blocked diaphragm application? ; With alternating blocking the deter- s, mining factor for NFA (Net Free Area) is the width of the slot cut at the ridge of the roof. ` Since the length of the allowable venting area along the ridge is cut in half. The width of the slot is increased to 2.5 inches to insure.pioper ` ventilation. When venting with a blocked dia- phragm, warm air travels through the un- blocked sections of the ridge, flowing over the blocked sections of the ridge and exiting along the entire length of the ridge vent. The warm air from the attic space will be properly, vented using this application. Trimline Low Profile Ridge Vents will provide 12.7-sq.in.of , MM '"I r ,rJ NFA (Net FreeArea) per lineal foot of the roof in this application. Trimline Ridge Vents, when properly installed, meet or exceed the requirements of all recognized national building codes for ventilation. r Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 • www.buttecoun"g/dds , FORM NO DBP- 14 SCOPE OF WbRK SITE APN: C��E� •' ,� PERMIT NO: /�• I �� SITE ADDRESS: 1--s Ic;.1ny `�, ►r1 �L DETAIL SCOPE OF WORK: ::�Lmoue, V\fi�cinu,.) cA+ S IL- 1 c-1 C 1 t4(2 1. ,1��112 ' �� v�C'-� i h -1n ojon �- PREPARED BY: Prlgjo,rd1- DATE: �' �� • 1 (PRINT NAME) SIGNATURE: TITLE: FOR OFFICE USE ONLY B1)TTE RECEIVED BY:'' COi)NTY AUG 10 2017 DEVELOPMENT r SERVICES Page 1 of 1 RPviSaci 7_?n.?nl S LINE C = SHEARWALLS t a CDX ply. w/ 8d's (6 (p ,12 o.G. i rU ❑ 3 coat plaster ❑ (- )..gyp. bd. w/ ( )@ ( ),, ,4T 'ALL SUPPORTS, BLOCKED ANCHOR BOLTS 11901 GBG specified Y2" 0 a.b.'s @ 6-0"o.G w/ min. per wall is adequate lo El Y2" (P anchor bolts` d o:G: 435 / RBC /2, ❑ RBC's o.c. f35'S 0 NONE REa'D OVERTURNING 0 No • ho Idown's recL'd ' ❑ G516 Holddown Straps to Rim. Joist below ❑ _ Portal Er-ame w/ "Simpson 5T&224 straps. from 4x post - to Gontinous - header: HDU2, 5STB16 @ Single pour, 55TB20 @ 2 Pour ❑ HD04, SSTB20 @ Sing le pour, SSTi324 @ 2 Pour COLLECTOR / CHORD ?[Arl Chao P® c"NBUTTE COUNTY ❑ ( ) Ibd's per top e splice, �- G516 strap 5pIiGeS PERMIT# AUG 1 2011 El ST -6224 straps IlGeis BUTTE COUNTY DEVELOPMENT SERVI(bEVELOPMENT REVIEWED FOR u Drag Truss CODE COMPLIANCE j DATE BY r9 l r• CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Airehart 3121 Calculation Date/Time: 10:43, Mon, Aug 07, 2017 Calculation Description: Compliance Input File Name: Airehart 3121 (rev. from 3138).ribd16 CF1 R -PRF -01 Page 1 of 10 GENERAL INFORMATION ENERGY USE SUMMARY 01 Project Name Airehart 3121 04 05 02 Calculation Description Residence 08 Energy Use (kTDV/ft2-yr) 03 Project Location 13991 Persimmon Lane Compliance Margin Percent Improvement 04 City Chico, CA 05 Standards Version Compliance 2017 06 Zip Code 95973 07 Compliance Manager Version BEMCmpMgr 2016.3.0 (934) 08 Climate Zone CZ11 09 Software Version CBECC-Res 2016.3.0 (954) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 90 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft) 3121 15 Number of Zones 1 16 Slab Area (ft) 3121 17 Number of Stories 1 w 18 Addition Cond. Floor Area(ft2) n/a 19 Natural Gas Available Yes' 20 Addition Slab Area (ft?). n/a 21 Glazing Percentage (%) 17.2% COMPLIANCE. RESULTS 01 Building Complies with Computer Perform_a'nee 02 This building incorporates feat un-sthat require field testing'and/or verificatio' by a certified`HERS rater'under the supervision of a CEC-approved HERS provider. ; 'a' i ',�_�'_ 03 This building incorporates one,orr„'r,,: more Speciala-- Feat'uresx sho7wrrbelow-1 tj %.I X.$ kzzw ' E<' G gVTTE COLJNTY BUILDING DIVISION 90 " E® Registration Number: 217-P010191471C-000-000-0000000-0000 ��( Registration Date rime: 2017-08-0710:45:08 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-07312017-934 COUNTY Plan Charvc, 'AUG 2017 DEVELOPMENT :SERVICES HERS Provider: CaICERTS inc. Report Generated at: 2017-08-07 10:44:29 �= �� Coy ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 22.41 21.80 0.61 2.7% Space Cooling 28.23 29.31 -1.08 -3.8% IAQ Ventilation 1.06 1.06 0.00 0.0% Water Heating 6.15 5.48 0.67 10.9% Photovoltaic Offset — 0.00 0.00 — Compliance Energy Total 57.85 57.65 0 0.3% E<' G gVTTE COLJNTY BUILDING DIVISION 90 " E® Registration Number: 217-P010191471C-000-000-0000000-0000 ��( Registration Date rime: 2017-08-0710:45:08 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-07312017-934 COUNTY Plan Charvc, 'AUG 2017 DEVELOPMENT :SERVICES HERS Provider: CaICERTS inc. Report Generated at: 2017-08-07 10:44:29 �= �� Coy CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Airehart 3121 Calculation Description: Compliance Calculation Date/Time: 10:43, Mon, Aug 07, 2017 Input File Name: Airehart 3121 (rev. from 3138).ribd16 REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Whole house fan • Cool roof • Ceiling has high level of insulation • Window overhangs and/or fins HERS FEATURE SUMMARY CF1 R -PRF -01 Page 2of10 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: 01 • IAQ mechanical ventilation &A ' 03rr C., Cooling System Verifications: Z-1 r05 • Minimum Airflow 07 • Verified EER Conditioned Floor Area (ft2) • Verified SEER ,+ 1. • Refrigerant Charge J i# • Fan Efficacy Watts/CFM i HVAC Distribution System Verifications: 1 • Duct Sealing 1 Domestic Hot Water System Verifications:, • -- None BUILDING -FEATURES -FEATURES INFORMATION / �! . f ` � y.d k �Jo 01 % 02 &A ' 03rr C., J>L0.4 I Z-1 r05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Airehart 3121 3121 1 4 1 1 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Conditioned Conditioned HVAC System 1 3121 9.8 Water Heater n/a Registration Number: 217-P010191471C-000-ono-n00o00o-0000 Registration Date/Time: 2017-08-07 10:45:08 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-07312017-934 Report Generated at: 2017-08-07 10:44:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Airehart 3121 Calculation Date/Time: 10:43, Mon, Aug 07, 2017 Calculation Description: Compliance Input File Name: Airehart 3121 (rev. from 3138).ribd16 CF1 R -PRF -01 Page 3 of 10 OPAQUE SURFACES 1 f i � t kQ—' C Er 01 '02•':•�..�t_0u�04�e 05�. 06 07 08 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft) Window & Door Area (ft) Tilt (deg) Fwall Conditioned R23 BIB R5 Stucco Wall 90 Front 558 137 90 Bwall Conditioned R23 BIB R5 Stucco Wall 270 Back 801 267 90 Rwall Conditioned R23 BIB R5 Stucco Wall 0 Right 531 92 90 Lwall Conditioned R23 BIB R5 Stucco Wall 180 Left 423 60.09 90 GarToHouse Conditioned»Garage Gar House R23 n/a n/a 346 17.8 n/a Kwall Conditioned»Attic ` Kwall R19 n/a n/a 250 0 n/a Ceiling (below attic) 1 Conditioned R49 Ceiling below attic n/a n/a 3121 n/a n/a Gwall Front -Garage Garage Ext Wall 90 Front 234 0 90 Gwall Left Garage Garage Ext Wall 180 Left 315 216 90 Gwall Right r F Garage Garage Ext Wall 0 Right 207 0 90 Gar Ceiling IF - J Garage —_,,.,,,. RO CIgBIwAttic Cons n/a n/a 907 n/a n/a ATTIC /! : " 1 f i � t kQ—' C Er 01 '02•':•�..�t_0u�04�e 05�. 06 07 08 Name Construction 1 Type ra ,�.RgofJR,se .� Rpof,Reflectance Roof Emittance Radiant Barrier Coot Roof Gar Attic Asphalt RB Roof 6 Ventilated �' '""� � fi � � � 0.22 �" ' � 0.85 Yes No Attic Asphalt RB Roof Ventilated 6 0.22 0.85 Yes Yes Registration Number: 217-P010191471C-000-000-0000000-0000 Registration Date/Time: 2017-08-07 10:45:08 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-07312017-934 Report Generated at: 2017-08-07 10:44:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Airehart 3121 Calculation Date/Time: 10:43, Mon, Aug 07, 2017 Page 4 of 10 Calculation Description: Compliance Input File Name: Airehart 3121 (rev. from 3138).ribd16 { ' FENESTRATION / GLAZING ' 01 02 03 04 05 06 07 .08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) - Multiplier Area ^ (ft) LI -factor SHGC Exterior Shading 3050 SH Office (#2) Window Fwall (Front -90) 3.0 5.0 2 130.0 0.29 0.21 Insect Screen (default) 3050 SH Play Room (#2) front Window Fwall (Front -90) 3.0 5.0 .2 }30:0 0.29 0.21 Insect Screen (default) 3050 SH Room 4 (#2) Window Fwall (Front -90) 3.0 5.0 2 r30.0--1 0.29 0.21 Insect Screen (default) 1068 FX Entry 1 Window Fwall (Front -90) 1.0 6.7 1 Z6.7 - 0.28 0.22 Insect Screen (default) 5612 FX Entry Window Fwall (Front -90) 5.5 1.2 1 N-76-:15 -\ 0.28 0.22 Insect Screen (default) 1068 FX Entry 2 Window Fwall (Front -90) 1.0 6.7 1 X6:7-- • 0.28 0.22 Insect Screen (default) 2036 SH Bath 3 Window Fwall (Front -90) 2.0 3.5 1 �7_0 �. 0.29 0.21 Insect Screen (default) 3050 SH Play Room (#2) back Window{G Bwall (Back -270) 3.0 5.0 2 L_30.0 j 0.29 0.21• Insect Screen (default) `.3080 FR. Play Room Windowf A Bwall (Back -270) 3.0 8.0 1- 24.0 0.29 0.29 Insect Screen (default) 4020 XO Bath 4 Windo4 )i Bwall (Back -270) 4.0 2.0 1 8.0 0.29 0.21 Insect Screen (default) 3050 SH Dining (#2) back �+R Window _BWall'(Back=270) 3.0 5.0 2 k30.0 0.29 0.21 Insect Screen (default) 12080 FR SL OXXO Great Room Window r^� Bwall (Back270)12.Oj ^8.0 _1 K976.0 0.32 0.25 Insect Screen (default) 5050 FX Master Bath Wi dow.� BwaIL(Beck 2Z0) ,, 5.0 X5.0 r '25.0 ( 0.28 0.22 Insect Screen (default) - (#2) 3050 SH Master Bedroom Window` N . } M1 '' Bwall�(Back=270)' f ' U3.0� I �S Of 0 IW2 0' S k30:0 _ , _0.29 0.21 Insect Screen (default) 3080 FR Master Bedroom Window Bwall (Back -270)_S P K3.0; 8.01 L 1h, 24.0 ' 0.29 ' ' `0.29 Insect Screen (default) - 5050 XO Room 3 Window Rwall (Right -0) 5.0 5.0 1 25.0 0.29 0.21 Insect Screen (default) 5050 XO Room 2 Window Rwall (Right -0) 5.0 5.0 1 0.29 0.21 Insect Screen (default) 2020 FX Master (#3) Window Rwall (Right -0) 2.0 2.0 3 j12.0 0.28 0.22 Insect Screen (default) 3050 SH Dining (#2) right Window Rwall (Right -0) 3.0 5.0 2 (30.0 0.29 0.21 Insect Screen (default) 2868 1/2 LITE Hall Window Lwall (Left -180) 2.7• 6.7, 1 (18.1 1 0.29 0.29 Insect Screen (default) 4030 XO Laundry Window Lwall (Left -180) 4.0 3.0 1 112.0 0.29 0.21 Insect Screen (default) 3050 SH Play Room (#2) left Window Lwall (Left -180) 3.0 5.0 2 1,30.0_ 0.29 0.21 Insect Screen (default) Registration Number: 217_POI0191471C-000-000-0000000-0000 Registration Date/Time: 2017-08-07 10:45:08 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-07312017-934 HERS Provider: CaICERTS inc. Report Generated at: 2017-08-07 10:44:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Airehart 3121 Calculation Date/Time: 10:43, Mon, Aug 07, 2017 Calculation Description: Compliance Input File Name: Airehart 3121 (rev. from 3138).ribd16 CF1 R -PRF -01 Page 5 of 10 OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ft) U -factor Front Dr Fwall 20.0 0.50 GarToHouse Dr GarToHouse 17.8 0.50 GDoor 1 Gwall Left 72.0 1.00 GDoor 2 Gwall Left 144.0 1.00 0 RTS� 0 nc. ` HE 5 P R 0 V 1"U"'EM n Registration Number: 217-Po10191471C-Doo-000-0000000-0000 Registration Date/Time: 2017-08-07 10:45:08 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-07312017-934 Report Generated at: 2017-08-07 10:44:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Airehart 3121 Calculation Date/Time: 10:43, Mon, Aug 07, 2017 Calculation Description: Compliance Input File Name: Airehart 3121 (rev. from 3138).ribd16 CFI R -PRF -01 Page 6 of 10 OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Overhang Left Fin Right Fin 'Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up Dist L Bot Up Depth Top Up Dist R Bot Up 3050 SH Office (#2) 4 1.5 30 30 1 23 3 5 0 7 3 12 0 3050 SH Play Room (#2) front 1.5 1.5 3 30 0.75 0 0 0 0 9.5 3 5.5 0 3050 SH Room 4(#2) 1.5 7 12 6 0 16 3 26 0 0 0 0 0 1068 FX Entry 1 11 2.3 2 6 1 23 3 12.5 0 7 3 5 0 5612 FX Entry 11 1 2 2 1 23 2 12.5 0 7 2 1 0 1068 FX Entry 2 11 2.3 6 2 3 23 3 17 0 7 3 1 0 2036 SH Bath 3 1.5 j', 1.5 30 5 0.75 3 3 7.5 0 0 0 0 0 3050 SH Play Room (#2) back 1.5' ;, 1.5 30 3 0.75 0 0 0 0 0 0 0 0 3080 FR. Play Room 1.5/' 1 30 16 0.75 0 0 0 0 0 0 0 0 4020 XO Bath 4 1♦5 1.5 _ :-- -30-- " 23 0.75 0 0 0 0 0 0 0 0 3050 SH Dining (#2) back '-,,`1.5 --J.5- �: X30 30 ';=0-75- =-j ;p0't%= 011 0 0 0 0 0 0 12080 FR SL OXXO Great Room : ' 9, y 1 7 30P I I j30 ? 11 � � 9 � 4,1 S I i -)'�2�5' 0 9 4 4 0 5050 FX Master Bath 1 %1.5f `1.5 ; �30.� U 18`x`3 ti" 0:75 V 2.3 3U L 0 4� 0 0 0 0 0 (#2) 3050 SH Master Bedroom :!`` 1.5 1 5 1--3.5 f: R30 0 75 f; C`0 1 60 F 0 0 0 0 0 0 3080 FR Master Bedroom 1.5 1.5 12 30 0.75 0 0 0 0 0 0 0 0 5050 XO Room 3 1.5 1.5 10 30 0.75 0 0 0 0 0 0 0 0 5050 XO Room 2 1.5 1.5 23 20 0.75 0 0 0 0 0 0 0 0 2020 FX Master (#3) 1.5 1.5 30 4 0.75 0 0 0 0 0 0 0 0 3050 SH Dining (#2) right 30 1.5 30 2 1 30 5 4.5 0 0 0 0 0 2868 1/2 LITE Hall 4.7 2.3 25 1.5 1 4.7 3 2 0 0 0 0 0 4030 XO Laundry 1.5 7 20 8 0.5 11 3 4 0 0 0 0 0 3050 SH Play Room (#2) left 1.5 5 6 6 0.5 0 0 0 0 0 0 0 0 Registration Number: 217-P010191471C-000-000-0000000-0000 Registration Date/Time: 2017-08-07 10:45:08 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-07312017-934 Report Generated at: 2017-08-07 10:44:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Airehart 3121 Calculation Description: Compliance Calculation Date/Time: 10:43, Mon, Aug 07, 2017 Input File Name: Airehart 3121 (rev. from 3138).ribd16 CF1 R -PRF -01 Page 7of10 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 02 03 04 05 Total Cavity Winter Design Name Construction Name Surface Type Construction Type Framing R -value U -factor Assembly Layers Conditioned 3121 256 None 0.8 No • Inside Finish: Gypsum Board Garage 907 84 None 0 No • Cavity/ Frame: no insul. / 2x4 Garage Ext Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 Exterior Finish: 3 Coat Stucco Ceilings (below 2x4 Bottom Chord of Truss @ 24 Inside Finish: Gypsum Board RO CIgBIwAttic Cons attic) Wood Framed Ceiling in. O.C. none 0.481 Cavity/ Frame: no insul. /2x4 Btm Chrd • Cavity/ Frame: no insul. / 2x4 • Roof Deck: Wood Siding/sheathing/decking Asphalt -RB Roof Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board Ceilings (below' , 2x4 Bottom Chord of Truss @ 24 Cavity/Frame: R-9.1 /2x4 Btm Chrd R49 Ceiling below attic attic) Wood Framed Ceiling in. O.C. R 49 0.020 Over Ceiling Joists: R-39.9 insul. t'• R 19 in 5-1/2 in. Inside Finish: Gypsum Board Kwall R19 �._Interior,Wallsr ' Wood Framed Wall 2x6 @ 24 in. O.C. cavity (R-18) 0.069 Cavity/Frame: R-19 in 5-1/2 in. (R-18) /2x6 Inside Finish: Gypsum Board Cavity/ Frame: R-23 / 2x6 Sheathing/ Insulation: R5 Sheathing R23 BIB R5 Stucco Wall Exterior Walls r rlNood Framed Wally 2x6 @•1.6 ina O:C ,ti R 23;0`.047 � j) Inside Finish: Gypsum Board Cavity/ Frame: R-23 / 2x6 Gar House R23 Interior Walls Wood Framed,,lNall �", tf2k6 @ 16'in. O,C: R 23 0`.061 Other Side Finish: Gypsum Board SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab On Grade Conditioned 3121 256 None 0.8 No Gslab Garage 907 84 None 0 No BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required n/a WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) Water Heater DHW Standard Tankless .92 (2) 2 n/a Registration Number: 217-PO10191471C-000-000-0000000-0000 Registration DatefTime: 2017-08-07 10:45:08 HERS Provlder: CaiCERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-07312017-934 Report Generated at: 2017-08-07 10:44:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Airehart 3121 Calculation Description: Compliance Calculation Date/Time: 10:43, Mon, Aug 07, 2017 Input File Name: Airehart 3121 (rev. from 3138).ribd16 CF1 R -PRF -01 Page 8 of 10 WATER HEATERS 01 02 03 04 05 06 07 08 09 10 11 12 Compressor Type HERS Verification 16 SEER - 13.0 EER SplitAirCond 1 13 Input Rating / Tank Standby 16 SEER - 13.0 EER -hers -cool Heater Tank Uniform Energy Pilot / Insulation Loss / First Hour Tank Location Element Number Volume Factor / Energy Thermal R -value Recovery Rating / NEEA Heat Pump or Ambient Name Type Tank Type of Units (gal) Factor / Efficiency Efficiency (Int/Ext) Eff Flow Rate Brand / Model Condition Tankless Gas Small 2 0 0.92 EF 195,000 Btu/hr 0 n/a n/a n/a n/a .92 Instantaneous SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name HVAC System 1 Other Heating and Cooling Furn 96 System 16 SEER - 13.0 EER HVAC Fan 1 Attic R-8 HVAC - HEATING UNIT TYPES 01 01 t - - ai `, a r,,, 02 03 04 Name \;�� -` '— System Type Number of Units Efficiency 07 µ Furn 96 ntrlFumace � 1h't1 96 AFUE , Efficiency EER SEER HVAC -COOLING UNIT TYPES r•``,�E�" t 4r4� U 01 ,r` 02 J03 ii - 04;:� 05� /' 1 O6 07 08 Name System Type Number of Units Efficiency EER SEER Zonally Controlled Compressor Type HERS Verification 16 SEER - 13.0 EER SplitAirCond 1 13 16 Not Zonal Single Speed 16 SEER - 13.0 EER -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge 16 SEER - 13.0 EER -hers -cool Required 350 Required Required Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Attic R-8 DuctsAttic Sealed and tested 8 Attic None Attic R -8 -hers -dist Registration Number: 217-P010191471C-000-000-0000000-0000 Registration Datefrime: 2017-08-07 10:45:08 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-07312017-934 Report Generated at: 2017-08-07 10:44:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Airehart 3121 Calculation Date/Time: 10:43, Mon, Aug 07, 2017 Calculation Description: Compliance Input File Name: Airehart 3121 (rev. from 3138).ribdl6 CF1 R -PRF -01 Page 9 of 10 HVAC DISTRIBUTION - HERS VERIFICATION 01 01 02 03 04 05 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 Attic R -8 -hers -dist Required 5.0 Not Required Not Required I Not Required Not Required n/a 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 dr i, 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 17hers-fanJ . r t Required 0.58 IAQ (Indoor Air Quality) FANS 01 , j� y02:� K fly _... t0t.~,.._�04 1 05 06 Dwelling Unit �' IAQ CFM_ } %�' IAQ Watts/CFM � IAQ Fan Type` IAQ IAQ Recovery HERS Verification SFam IAQVentRpt ' 69 _. 0.25 ` ��r V t— ulf K 0 Required COOLING VENTILATION 01 02 03 04 05 06 Name Airflow Rate (CFM/ft2) Cooling Vent CFM Cooling Vent Watts/CFM Total Watts Number of Fans Whole House Fan 1.5 4681.5 0.1 468 1 Registration Number: 217-P010191471C-000-000-0000000-0000 Registration Date/Time: 2017-08-07 10:45:08 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-07312017-934 Report Generated at: 2017-08-07 10:44:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Airehart 3121 Calculation Description: Compliance Calculation Date/Time: 10:43, Mon, Aug 07, 2017 Input File Name: Airehart 3121 (rev. from 3138).ribdl6 CF1 R -PRF -01 Page 10 of 10 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: C' Aia Greg Peitz Company: Signature Date: Gregory A. Peitz Architecture 2017-08-07 10:45:08 Address: CEAMERS Certification Identification (If applicable): 383 Rio Lindo Ave City/State/Zip: Phone: Chico, CA 95926 530-894-5719 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. *-....:- .�....-.. f� ' 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 sut5mittedtto-the enforcement.agency,for approval;with_this-building permit application. Responsible Designer Name: J / r" L 11L Responsible Designer Signature: �re�c�eifz Greg Peitz • Company: Date,Signed: WV 1 DER 2017-08-07 10:45:08 Gregory A. Peitz Architecture Address: License: 383 Rio Lindo Ave C21283 City/State/Zip: Phone: Chico, CA 95926 530-894-5719 Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 217-P010191471C-000-000-0000000-0000 Registration DateTme: 2017-08-07 10:45:08 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-07312017-934 HERS Provider: CaICERTS inc. Report Generated at: 2017-08-07 10:44:29 ` PERMIT#bZi2`65 BUTTE COUNTY DEVELOPMENT SERVICES BUTTE COUNTY REVIEWED FOR BUILDING DIVISION CODE COMPLIANCE v DATE f5'Z' r?gyT�3 ,- GREG®RY: A. PEITZ ARC-HITECIT 383 Ilio Lido Ave: Chico, CA. 95926 (530) 894-5719 REVIEWED FOR CODE COMPLIANCE JUL 27 2017 ' TRB AND ASSOCIATES Structural CaIcul-at,ions for: f + . * No. C212 RE /17 )477 F(Lc �� ko. V14 J:\Sbmctural\Desip Data - Residential.doc 17 DESIGN DATA Code used: 2016 California Building Code Floor loading: Live loads: ` Uninhabitable attics w/o storage: l Opsf Uninhabitable attics w/ limited storage: 20psf Habitable attics and sleeping areas: 30psf All others except balconies and decks: 40psf Dead load -10lbs/square foot - Roof loading: Live loads: 20lbs/SF Dead loads: Typical roof =14 lbs/SF - Comp roof Wind loading: Basic 3-second gust wind'speed (mph) 110 Wind importance factor, 1 1.00 Wind exposure category C Internal pressure coefficient, GCpi +/_0.18 Seismic: Seismic importance factor, 1 1.00 Mapped spectral response acceleration; Ss 0.70 SI 0.25 Site class D Design spectral response coefficients; SDS 0.579 SDI 0.317 Seismic design category D Basic seismic-"force-resisting systems) Bearing wall system — plywood shearwalls Seismic response coefficient(s), Cs 0.089 Response modification factor(s), R 6.5 Analysis procedure; Equivalent lateral force procedure T „ Simplified Envelope Procedure Per ASCE 7-10, Chapter 28. 1. Risk category 2 (table 1.5-1) 2. Basic wind speed: 110 mph (figure 26.5-1 A) 3. Exposure: C (section 26.7) 4. Kzt = 1.0 (section 26.8) 5. X , = 1.21 (figure 28.6-1) 6. Roof slopes: 26.57° (6/12) 7. Mean roof height: 15 ft. PS = k Kt POO ( eq. 28.6-1) Wind Pressures Roof internal zone: (7.80 psf) (.6) = 4.68 psf Roof end zone: (8.87 psf) (.6) = 5.33 psf [(2)(4.68psf) + (5.33psf)] / 3 = 4.9l .psf average overall wind pressure Wall internal zone: (20.98 psf) (.6) 12.59 psf Wall end zone: (28.22 psf) (.6) = 16.93 psf [(2)(12.59psf) + (16.93psf)] / 3 = 14.04 psf average overall wind pressure i r. c WWW www =t= tocn N 000 Lo O 0 � N T � (V N N N N N S, ✓`� `moi/ t,! v Q� h"b .�� 15 7 � cPn— ( 37 � i 4.. UfG�-hG^ w LU w u6Fe to r�r rncn� Lo CD C3 r C: Z..O r -CJ _�PC4 Cit CL. a' ' �. ,. .' • .. aa � QQ t J �.C"( Ty )(qLFb)(I 0 IY), -f (q (-Z. l * l p ` / •� C ` Z. tl F / , l e, .% r f 7 • 1 /cc)) A Lt 310a r� K, • t 1�• � > I � if -zP..� � � Eo � R- � �(� � � � `j ~f r � DZ) � c CT�'�t � �, Y . = '� D (� 4 •! Y • r i i LINE I R I = d..7.4 WALLS= sic SHEARWALLS CDXply. w/ 8d's @ `�,12 o.c. El coat plaster ❑ ( ) gyp. bd. w/ AT ALL SUPPORTS, BLOCKED ANCHOR BOLTS e CBG specified Y2 0 o.b.'s 0 6-O" o.c. w/ min. (2) a.b.'s per wall is adequate ❑ Y2" 0 anchor bolts @ O.C. AV; I RBC ❑ RBC's a 041. A55's a / 041. ❑ NONE REG2'D OVERTURNING ❑ No holdown's recL'cl ❑ C516 Holddown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" 5T6224 straps from ..4x post to continous -header-. HDU2, 55TB16 @ Single pour, 55TB2O .@ 2 Pour ❑ HDU4, 5ST52O .0 Single pour, 55TB24 a 2 Pour COLLECTOR / CHORD M btc- 7 -zSP. ❑ ( ) 166's per top 1Z splice ❑ 0516 strap sp I ices ❑ 5T6224 strap sp l ices ❑ Drag Truss LINE 2, R_(� I4NALL5= -5 • f SHEARWALLS GDXply. w/ Sd's @ 3 ,r ,12 o.c. El coat plaster _ ❑ ( )gyp. bd. AT ALL SUPPORTS, ANCHOR BOLTS{w �, ❑ GBG specif led Y2 0 a.b.'s 6'-0" O.C. w/ min. (2) a.b.'s per wall is odecLuote Y2" 0-- anchor. bolts @ 22 O.C.- A35 .c. A35 / RBC ca, ❑ .RBC's O.C. El NONE REaP OVERTURNING 2 ' Ce ❑ No holdown's recj,'d ❑ G516 Holddown Straps to Rim Joist below ❑.. Portal f=rame w/ 'Simpson" 5T6224 .straps from 4x post to continous header-. HDU2,.55T516 @ 5ingle pour, 55TB2O @ 2 Pour ❑ 1HDU4; 55TB20 @ 5ingle pour, 55TB24 @ 2 Pour COLLECTOR/'CHORD ' i ❑ ( ) 16d's per top q splice. G516 strap sp l ices- ❑ , 5T6224 strap splice's rX Ems- Drag Truss BLOCKED LINE 5 WALLSo SHEARWALLS RD 3/8" GDX ply. w/ Sd's o.c. ❑ 5 coat plaster ❑ ( ) gyp. bd. w/ ( )� ( ), AT ALL SUPPORTS, ANCHOR BOLTS BLOCKED P No holdown's req'cl ❑ 0516 Holddown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" 5T6224 straps from 4x post to continous header. ❑ HDU2, 55TB16 a Single pour; 55TB20 .@ 2 Pour ❑ HDU4, 55TB20 ® -Single pour, 55TB24 - ® 2 Pour COLLECTOR / CHORD ❑ ( ) 16d's per top g splice 0516 strap splices (f ❑ 5T6224 strap splices, 0 !2. Z5 �c D. rag Truss 9 GBG specified Y2" 0 a.b.'s @ 6-0" o.c. w/ min. (2) a.b.'s per wall is adequate ❑ Y2" 0 anchor bolts @ o.c.- A35 / RBC 2• L -R-- (L ❑ RBC's @ O.C. A55's @ I'- o "' o.c. ❑ NONE REa'D OVERTURNING a.n P No holdown's req'cl ❑ 0516 Holddown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" 5T6224 straps from 4x post to continous header. ❑ HDU2, 55TB16 a Single pour; 55TB20 .@ 2 Pour ❑ HDU4, 55TB20 ® -Single pour, 55TB24 - ® 2 Pour COLLECTOR / CHORD ❑ ( ) 16d's per top g splice 0516 strap splices (f ❑ 5T6224 strap splices, 0 !2. Z5 �c D. rag Truss 9 WALL5 = 5. ,t -o, f._ . > t� z • Ca SHEARWALLS t FER3/8” GDXply. w/ 8d's (� x,12 o.c. El coat plaster ❑ ( ) gyp. bd. W ( )@ ( ), .AT ALL SUPPORTS, ANCHOR BOLTS Fig, GBG specified Y2 0 0 -b - 's @ 6-0" O.C. w/ min. 1 (2) a.b.'s ,per wall is adequate ❑ Y2" 0 anchor bolts @ 041. A35 / RBC ezn 3-3 ❑ .RBC's @ o.c. A55's 0 4.0 o.c. ❑ NONE RE011P OVERTURNING ❑ No holdown's req'cl ❑ 0516 Ho Iddown Straps to Rim Joist be low ❑ . Portal Frame w/ "Simpson" ST6224 straps from 4x post to continous header. HDU2, 55TB16 @ Single pour, 55TB20 @ 2 Pour El -HDU4, 55TB20 @ Single pour, 55TB24 ® 2 Pour COLLECTOR / CHORD ❑ " ( ) 16d's per top g splice. 6516 strap sp I ices ❑ 5T6 224 strap splices ❑ Drag Truss BLOCKED LINE -4 R� _ 6 WALL5= SHEARWALLS cDX ply. w/ ad's (� 12 o.c. ❑ 5 coat plaster ❑ ( ) gyp. bd. w/ ( )� ( ), AT ALL 5UPPORT5, BLOCKED ANCHOR BOLTS GBG specified Y2" 4) a.b.'s 6'-0" ox, w/ mina (2) o b.'s per wall is adequate ❑- Y2". 0 anchor bolts 0.6. ❑ RBC's @ O.C. IM. A55's @ o.c. ❑ NONE REVD OVERTURNING ' z. -1 M No holdown's req'd ❑ CS16 Holddown Straps to Rim Joist below ❑ Portal_ Frame w/ "Simpson" ST6224 straps from 4x post to continous header: ❑ HDU2, SSTB16 @ 5ingle pour, 55TB20 .0 2 Pour ❑ HDU4; 55TB20 ® 5ing le pour, 55TB24 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 166's per topg splice,, ❑ c516 strap sp 1 ices ❑ 5T6224 strop splicesDrag Truss LINE 87 « NALL5= 15�0-; s ® 3/8" GDx ply. w/ Sd's @ y x,12 o.c. ❑ 5 coat plaster ❑ ( ) gyp. bd. W ( )®( ), AT ALL SUPPORTS, BLOCKED A 10%110% l% f'\AI TA 7 ❑ GBG specified Y2 cP o.b. s @ 6-0" o.c. H/ min. (2) o.b.'s per wall is adequate WE Y2" 0 anchor bolts i o.c. A35 / RBC ❑ RBC's @ O.C. OR A55's @ o.c. ❑ NONE REa'D OVERTURNING ❑ No holdown's req'd ❑ 051(b Holddown Straps to Rim Joist below ❑ Portal Frame H/ "Simpson" ST6224 straps from 4x post to continous header: 9 HDU2, 55T516 a Single pour, SSTB20 @,2 Pour ❑ HDU4; 5STB20 @ 5ing le pour, 55TB24 ® 2 Pour COLLECTOR/CHORD ❑ - ( ) 16d's per top R splice I C516 strap sp I ices --� 1-@ ❑ 576224 strap splices f13 "� 3. (s cPrag Truss —5 LINE WALLS= (s r7' '�_ Ca, 215 l„ SHEARWALLS v GDX ply. w/ Sd's ,12 o.c. El coat plaster D ( )gyp bd. w/ ( )� (. ),.AT ALL 5UPPORTS, BLOCKED k ANCHOR BOLTS D GBG specified Y2" 0 a.b.'s 6-0" o.c. w/ min. (2) a.b.'s per wall is adequate ❑ Y2" 0 anchor bolts @ o:c. A35 / RBC ❑ RBC's � o .c . � ' A35's` o.c. ❑ NONE REa'D OVERTURNING ❑ ' No holdown's req'cl ❑ C516 Holdclown Straps to Rim Jolst below ❑ Porta I F=rame w/ "Simpson" 5T6224. straps from 4x post. to continous header HDU2, 55TB16 @ Single pour, 55TB20 2 Pour ❑ , HDU4, 55TB20 @ Sing Ie pour, 55TB24 @ 2 Pour COLLECTOR / CHORD } F-1( ) Ibd-'s per top p splice �0G516 strap splices ❑ 5T6224 strap splices' 1771 Drag Truss t 13 ?e9e Project: Greg Peitz Home 'd Location: GARAGE DOOR HEADER "` Gregory A Peitz Architect Multi -Loaded Multi -Span Beams ` ' 383 Rio Lindo Ave or [2016 California Building Code(2012 NDS)] -+y Chico, CA 95926 3.5 IN x 15.0 IN x 18.6 FT 24F -V4 -Visually Graded Western Species - Dry Use StruCalc Version 10.0.1.4 6/21/2017 9:59:33 PM Section Adequate By: 33.6% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.34 IN U657 Dead Load 0.36 in Total Load 0.70 IN L1321 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 2760 Ib 1195 Ib Dead Load 2866 Ib 1301 Ib Total Load 5626 Ib 2496 Ib Bearing Length 2.47 in 1.10 in BEAM DATA Center Span Length 18.6 ft Unbraced Length Top 0 ft Unbraced Length -Bottom 18.6 ft Live Load Duration Factor 1.25 Camber Adj. Factor 1. - Camber Required 0.36 Notch Depth 0.00 MATERIAL PROPERTIES Uniform Live Load 0 24F -V4 - Visually Graded Western Species Uniform Dead Load 0 Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by. Fb cmpr = 1850 psi Fb' = 3000 psi Cd --1.25 POINT LOADS - CENTER SPAN . Shear Stress: Fv = 265 psi Fv' _' 331 psi Cd- -1.25 282 plf Modulus of Elasticity. E = 1800 ksi E'= , 1800 ksi Comp. -L to Grain: Fc --L= 650 psi Fc --L'= 650 psi Controlling Moment: 23294 ft -Ib 6 ft 5.95 Ft from left support of span 2 (Center Span) Load Length Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. 5626 lb . At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 93.18 in3 131.25 in3 Area (Shear): 25.48 int 52.5 in2 Moment of Inertia (deflection):' 736.84 in4 984.38 in4 Moment: 23294 ft -Ib 32813 ft -Ib Shear: 5626 Ib 11594 Ib UNIFORM LOADS Center Uniform Live Load 0 pif Uniform Dead Load 0 plf Beam Self Weight 11 plf Total Uniform Load 11 ptf 282 plf 45 plf POINT LOADS - CENTER SPAN . Load Number One 45 ptf Live Load 1696 Ib 282 plf Dead Load 1696 Ib Load Start Location 6 ft 6 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 282 plf 45 pif Left Dead Load 282 plf 45 plf Right Live Load 282 plf 45 ptf Right Dead Load 282 plf 45 plf Load Start 0 ft 6 ft Load End 6 ft 18.6. ft Load Length 6 ft 12.6 ft A Project: Location: GARAGE DOOR HEADER Read Roof Beam Section Modulus: [2016 California Building Code(2012 NDS)] 106.31 in3 3.5 IN x 13.5 IN x 9.5 FT 11.06 int 24F -V4 - Visually Graded Western Species - Dry Use Moment of Inertia (deflection): Section Adequate By: 327.0% 717.61 in4 Controlling Factor: Shear 5803 ft -Ib DEFLECTIONS Center Shear. Live Load 0.04 IN U3079 10434 lb Dead Load 0.04 in 514 Total Load 0.07 IN U1562 LL = Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS A B Roof Dead Load: Live Load 1240 lb 1240 Ib 15 Dead Load 1204 Ib 1204 Ib Tributary Width: Total Load 2444 Ib 2444 Ib 1.5 Bearing Length 1.07 in 1.07 in Wall Load: WALL = 0 BEAM DATA Non -Snow Roof Loaded Area: Span Length 9.5 ft 137.8 Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Adiusted Bending Stress: Flo = 2400 psi Controlled by. Fb cmpr = 1850 psi Flo' = 3000 psi Cd --1.25 Shear Stress: Fv = 265 psi Fv' = 331 psi Cd --1.25 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. -L to Grain: Fc --L= 650 psi Fc - -L= 650 psi Controlling Moment-. 5803 ft -lb 4.75 ft from left support - Created by combining all dead and live loads. Controlling Shear. 2443 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 23.21 in3 106.31 in3 Area (Shear):. 11.06 int 47.25 in2 Moment of Inertia (deflection): 82.68 in4 717.61 in4 Moment: 5803 ft -Ib 26578 ft -Ib Shear. 2443 lb 10434 lb 4 —— °Greg Peitz Home Gregory A Peitz Architect 383 Rio Lindo Ave or :-----� Chico, CA 95926 StruCalc Version 10.0.1.4 6/21/2017 9:53:26 PM Side One: Adjusted Beam Length: Ladj = 9.5 Roof Live Load: LL = 18 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 13 ft Side Two: Total Uniform Load: WT = 514 Roof Live Load: LL = 18 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 1.5 ft Wall Load: WALL = 0 plf Non -Snow Roof Loaded Area: RLA = 137.8 plf SLOPEIPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 9.5 ft Beam Self Weight: BSW = 10 plf Beam Uniform Live Load: wL = 261 plf Beam Uniform Dead Load: wD_adj = 253 ptf Total Uniform Load: WT = 514 plf Project: Ladj = Location: REAR PATIO COVER HEADER ft Roof Beam LL = [2016 California Building Code(2012 NDS)] psf 5.5 INx10.5INx19.OFT DL = 24F -V4 - Visually Graded Western Species - Dry Use psf Section Adequate By: 67.5% TW = Controlling Factor: Deflection ft DEFLECTIONS Center WT = Live Load 0.33 IN 0688 plf Dead Load 0.42 in LL = Total Load 0.76 IN 0302 psf Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS A B 15 Live Load 1026 Ib 1026 Ib Tributary Width: Dead Load 1314 Ib 1314 Ib 1.5 Total Load 2340 Ib 2340 Ib Wall Load: Bearing Length 0.65 in 0.65 in 0 plf Non -Snow Roof Loaded Area: BEAM DATA 114 Span Length 19 ft ' Unbraced Length Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.25 _ MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species • Base Values Adiusted Bending Stress: Fb = 2400 psi Controlled by: Fb cmpr = 1850 psi Fb' = 3000 psi - Cd' --1.25 Shear Stress: Fv = 265 psi FV _ . 331 psi Cd --1.25 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. -L to Grain: Fe --L= 650 psi Fc - -L = 650 psi Controlling Moment: 11114 ft -Ib 9.5 ft from left support Created by combining all dead and live loads. Controlling Shear. -2340 lb At support. Created by combining all dead and live loads. 13 • page '» Greg Peitz Home Gregory A Peitz Architect / 383 Rio Lindo Ave Chico, CA 95926 StruCalc Version 10.0.1.4 6/21/2017 9:52:11 PM Side One: Ladj = 19 ft Roof Live Load: LL = 18 psf Roof Dead Load: DL = 20 psf Tributary Width: TW = 4.5 ft Side Two: WT = 246 plf Roof Live Load: LL = 18 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 1.5 ft Wall Load: WALL = 0 plf Non -Snow Roof Loaded Area: RLA = 114 olf Adjusted Beam Length: Ladj = 19 ft Beam Self Weight: BSW = 13 ptf Beam Uniform Live Load: wL = 108 plf Beam Uniform Dead Load: wD adj = 138 plf Total Uniform Load: WT = 246 plf Comparisons with required sections: Read Provided Section Modulus: 44.46 in3 101.06 in3 Area (Shear): 10.6 in2 57.75 in2 Moment of Inertia (deflection): 316.7 in4 530.58 in4 Moment: 11114 ft -Ib 25266 ft -Ib F Shear: -2340 Ib 12753 Ib Project: Location: MASTER BEDROOM BAY WINDOW HEADER Roof Beam [2016 California Building Code(2012 NDS)] 5.5 IN x 9.0 IN x 10.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 76.2% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.16 IN Ll762 Dead Load 0.16 in Total Load 0.32 IN 1-/381 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS A_ B Live Load 2106 Ib 2106 Ib Dead Load 2108 Ib 2108 Ib 1 Total Load 4214 Ib 4214 Ib Bearing Length 1.18 in 1.18 in BEAM DATA Span Length 10 ft , Unbraced Length Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Adiusted Bending Stress: Fb = 2400 psi Controlled by.- Fb_cmpr = 1850 psi FIV = 3000 psi Cd --1.25 Shear Stress: Fv = 265 psi FV = 331 psi Cd=1.25 Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Comp. -L to Grain: Fc --L= 650 psi Fc'- -L= 650 psi Controlling Moment: 10535 ft -Ib SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 5.0 ft from left support Roof Live Load: LL = Created by combining all dead and live loads. psf Controlling Shear. -4214 Ib DL= 15 At support. Tributary Width: TW = Created by combining all dead and live loads. ft Comparisons with required sections: Read Provided Section Modulus: 42.14 in3 74.25 in3 Area (Shear): 19.08 in2 49.5 in2 Moment of Inertia (deflection): 157.99 in4 334.13 in4 Moment: 10535 ft -Ib ' 18563 ft -Ib Shear: -4214 Ib ,- -10931 Ib - l(4:2 page Greg Peitz Home Gregory A Peitz Architect 383 Rio Lindo Ave or .......... Chico, CA 95926 StruCalc Version 10.0.1.4 6/21/2017 9:50:34 PM Side One: SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Roof Live Load: LL = 17.2 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 23.5 ft Side Two: Beam Uniform Dead Load: wD_adj = Roof Live Load: LL = 17.2 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = .1 ft Wall Load: ' WALL = 0 plf Non -Snow Roof Loaded Area: RLA = 245 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 10 ft Beam Self Weight BSW = 11 plf Beam Uniform Live Load: wL = 421 plf Beam Uniform Dead Load: wD_adj = 422 ptf Total Uniform Load: WT = 843 plf Controlling Moment: 14852 ft4b Project: 6.25 It from left support Location: GREAT ROOM SLIDING GLASS DOOR LL = Roof Beam psf [2016 California Building Code(2012 NDS)] DL = 5.5 IN x 12.0 IN x 12.5 FT At support. 24F -V4 - Visually Graded Western Species - Dry Use TW = Section Adequate By: 122.2% ft Controlling Factor: Moment Read DEFLECTIONS Center Section Modulus: Live Load 0.14 IN U1080 132 in3 Dead Load 0.15 in 21.52 int Total Load 0.29 IN U512 Moment of Inertia (deflection): Live Load Deflection Criteria: L240 Total Load Deflection Criteria: U180 792 in4 Moment: REACTIONS A_ B 33000 ft -Ib Live Load 2252 Ib 2252 Ib 4753 Ib Dead Load 2500 Ib 2500 Ib 0 Total Load 4752 Ib 4752 Ib Non -Snow Roof Loaded Area: Bearing Length 1.33 in 1.33 in 268.8 plf BEAM DATA Span Length 12.5 ft Unbraced Length -Top 0 ft Unbraoed Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by. - Fb crnpr = 1850 psi FV = 3000 psi` Cd --1.25 Shear Stress: Fv = 265 psi FV = 331 psi Cd --1.25 Modulus of Elasticity: E = 1800 ksi F = 1800 ksi Comp. -L to Grain: Fc --L= 650 psi Fc - -L= 650 psi Controlling Moment: 14852 ft4b Adjusted Beam Length: 6.25 It from left support Roof Live Load: LL = Created by combining all dead and live loads. psf Controlling Shear: 4753 Ib DL = 15 At support. Tributary Width: TW = Created by combining all dead and live loads. ft Comparisons with required sections: Read Provided Section Modulus: 59.41 in3 132 in3 Area (Shear): 21.52 int 66 int . Moment of Inertia (deflection): 278.43 in4 792 in4 Moment: 14852 ft -Ib 33000 ft -Ib Shear: 4753 Ib 14575 Ib IL irr r' Page w --r Greg Peitz Home Gregory A Peitz Architect / {+. 383 Rio Lindo Ave ur Chico, CA 95926 StruCalc Version 10.0.1.4 6/21/2017 9:48:42 PM Side One: Adjusted Beam Length: Ladj = Roof Live Load: LL = 16.8 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 17 ft Side Two: plf Total Uniform Load: WT = Roof Live Load: LL = 16.8 psf Roof Dead Load: DL = 20 psf Tributary Width: TW = 4.5 ft Wall Load: WALL = 0 plf Non -Snow Roof Loaded Area: RLA = 268.8 plf SLOPEIPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 12.5 ft Beam Self Weight: BSW = 14 plf Beam Uniform Live Load: wL = 360 plf Beam Uniform Dead Load: wD_adj = 400 plf Total Uniform Load: WT = 760 plf GREGORY A. PEITZ- ARCHITECT 383 RIO LINDO AVENUE, CHICO CA 95926 (530) 894-5719 PROJECT: I have reviewed the, truss submittal for the above project and all loading design criteria have been met. , i- ZGregory A. Peitz Architect ' GREGORY A. PEITZ ARCHITECT 383 RIO LINDO AVENUE, CHICO CA 95026 (530) 894-5719, i y To: Butte County Building Department Re: Residence at 13991 Persimmon Lane, Chico; Ca I have investigated the soils at the above location and the foundation has been designed appropriately. I � • '. Gregory A. Peitz ' ''. Architect C21283 • 0 ra Systems -Plus Lumber Co. 1800 S. Barney Rd. REV° WED Anderson, CA 96007 FOR CODE t�MPLIAt� E UTTE f 1',OUNTY (530) 378-6800 (530) 365-5903 fax ILDINC DIVISION Trusses & Pre Manufactured Wall Panels Pp R DVED systplus@systplus. com www. systplus. com 41.7. 12,�sq INSPECTION AGENCY BUTTE COUNTY DEVELOP I SspestienI Inc. REVIEWED F �'���� Avenue CODE COMPLIA (36ver, WA 98684 0) 449-3138 DAT x'7'17 Fax13P 9* -3953 *This engineering is valid ONLY for trusses manufactured by i Systems Plus Lumber Co. JUL 117 2017 TR13 AND PIPSOCIA ICC ES Report ESR -1311& ESR 1988 IAS Certified inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS (2303.4/R802.10roof/R502..1Ifloor) TRUSS ENGINEERING LAYOUT YES ❑■ NO ❑ Rtnneinrd Trncc Detnil Ti19e Detnil -H = Lirlucled Gable End 85 Wind B 1 Gable End 110 Wind IA Gable End 110 Wind C 1B ✓ Hat Truss over 6/12 2 Hat Truss under 6/12 213 ✓ Web Bracing Details 3 ✓ Valley Fill Frames 4 ✓ Oen Face Jacks 5 ✓ Toe nail 6 ✓ Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 FIVAC 10 Truss Data 11 ✓ Purlin Gable 12 ✓ BCSI at www.sbcindustrv.com BCSI-B I Summary Sheet at www.sbeindustry.com Systems Plus Job Number 0617002 Date 6/15/17 Revision(s) Airehart � Customer R 17-1283 -- - - -A -?il�c � Project Res. 1147-750-073 _—`-�1UNE 2(>i, .1117' Location Chico _ _ . NSF 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 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 T14E 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-Bl SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OFTHE LUMBER WI'1-1-1 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 13E EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & M]]/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 NEVERTO EXCEED 10`4' O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. sd= PURLIN GABLE DETAIL MIIISAC 12 7/15/2005 PAGE 1 OF 4 - FIRST COMMON •nfu i ex inausutes, mc. ` is Western Division a .. 1 ' r 4 §', + STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. 5x5 3x5. 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS x+ DRAWING FOR EACH INDIVIDUAL TRUSS 'THE PURLIN GABLE TO - SEE DETAIL #3 ' BE LAID ON TOP OF THE HIP TRUSSES AND G - - 'ATTACHED WHERE IT HAS CONTACT WITH THE Q TRUSSES BELOW.' SEE DETAIL #2 ~ '' 0 J • SEE DETAIL # l,. O QaOFE OS ON 0o co" Cl) et �O �2 .SACKS = _ _ , C)� '. � U 0 NO. U74486 EXP. 12-31-15 SEE SHEET 2 OF 2 ` FOR ALL DETAILS _ dk CNIL CALIFOR APR 2 8 2015 ® WARN7N6 - Ver(N dwtga paramemrs and RF -4D NOTES ON THIS AND INCLUDED )ME)C REFERENCE PAGE MU -7473 BEFORE USE. 7777 Suite Greenback Lane 109 Design valid for use only with M(Tek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Citrus Heights, CA, 9561009MORM in Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding fabdcalion, qualily control, siorage, delivery. erection and bracing. consult ANSI/rPll Quality Warta, DSB-69 and BCS11 Bugding Component a ek `RR g f�p—� Safoty, Information available from Truss Plate. Institute, 583 D'Onofrb 19. Drive, Madison, WI 537 - Mi' - FIRST COMMON PURLIN GABLE \. k. -.1..• H04 n HQ3_. I H02 01 a.I;� jjr d. ON THE GIRDER OR HIP TRUSS. 5x5 3x5. 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS x+ DRAWING FOR EACH INDIVIDUAL TRUSS 'THE PURLIN GABLE TO - SEE DETAIL #3 ' BE LAID ON TOP OF THE HIP TRUSSES AND G - - 'ATTACHED WHERE IT HAS CONTACT WITH THE Q TRUSSES BELOW.' SEE DETAIL #2 ~ '' 0 J • SEE DETAIL # l,. O QaOFE OS ON 0o co" Cl) et �O �2 .SACKS = _ _ , C)� '. � U 0 NO. U74486 EXP. 12-31-15 SEE SHEET 2 OF 2 ` FOR ALL DETAILS _ dk CNIL CALIFOR APR 2 8 2015 ® WARN7N6 - Ver(N dwtga paramemrs and RF -4D NOTES ON THIS AND INCLUDED )ME)C REFERENCE PAGE MU -7473 BEFORE USE. 7777 Suite Greenback Lane 109 Design valid for use only with M(Tek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Citrus Heights, CA, 9561009MORM in Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding fabdcalion, qualily control, siorage, delivery. erection and bracing. consult ANSI/rPll Quality Warta, DSB-69 and BCS11 Bugding Component a ek `RR g f�p—� Safoty, Information available from Truss Plate. Institute, 583 D'Onofrb 19. Drive, Madison, WI 537 - Mi' 'PURLIN GABLE DETAIL: ` 4; ' MII/QAC'-12 �. 7/15/2005' PAGE 2 OF4 I 1 - im i ex mousuies, mc. 0 i a Western Division + } I T r r 16d SINKER OR 16d BOX know•' . '_ r +` O.C. SP CING BY OTHERS AlT 15 . 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 ' y OF THE PURLIN GABLE ALIGNS WITH THE LEFT FACE OF THIS TRUSS QGP AND BEARS ON TOP. 16d.NAILS QJ� 6" O.C. G ` r. 'ALTERNATE DETAIL + ,PGO �.`- �• ..• .�OQQO �.• , ', - 0 , DETAIL #1. CONNECTION OF JACK L r ATTACH 2x LEDGER TO FLAT TOP CHORD ► TO HIP GIRDER TR DESIGNED BY OTHERS WITH 2 ROWS OF 10d NAILS (.131" DIAM..x 3"). } SPACED 9" O.C. ,' • # HIP GIRDER APEX f Q`J� '+ ` • ",' lig .. ,, '' s, -+ �HIPTRUO SES Z. j ON ROOF SLOPES OF 2/12 TO 6112 -I .J0. ATTACH PURLIN GABLE WITH (2)•10d µ Q a RING SHANK OR 16d COMMON-, •, IRE Inc I rwao r yr �.nvr�s,. rr r n� r.vvr - N i SLOPi � E IS GREATER THAN 6/12 THEN USE y0 LL A USP RT3 FRAMING ANCHOR g� OR EQUIVALENT. 1 ` , ALL NAILING SHALL BE DONE IN . f ACCORDANCE TO APPLICABLE CODES , DETAIL #3 ' " AND STANDARD BUILDING PRACTICES,: • •- THE PURLIN GABLE DOES NOT MPORTANT'NOTE: ALL CONNECTION'NAILING SHALL ALIGN WITH THE END OF c� i• : • NOT'SPLIT.ANY LUMBER THE FTOP CHORD SECTION. SHEATHING PURLIN GABLE �' • . ' - ; - ., �� � FLAT TOP CHORD PORTION + " + ' , } *, (} 0 OF THE LOWER TRUSS ' 'TRUSS TOP CHORD. t' +, r NO. -0074486 •. , - .r1` EXP. 12-31-15 ' DETAIL #4 CNi1. �P SCF CACt4C t, ` ; •.-A P R 2 8 2015 A WARMN6 • Vari y design parameters and BEAD NOTES ON TRIS AND INCLUDED bUTER REFERENCE PAGE SM -7473 BEFORE USE, 7777 Greenback Lane ®® - state 109 ma Doslggn volid [or use only with MTek conneclom This design Is based only upon parame e s zhown. afr��d Is for an Individual buAding component. �1 Citrus Heights, CA, 9567 Appl�cabllGly of design poramenlers and proper incorporation o componerl1 Is respo�blGly of buffing designer- not truss designer, Brocfng shhown is for loteral sVVppport of individual wob members onN. Addlliono� temporary bracing to Unsure staI Jfy ng is responsfbl0ly of the -r erector. Ad fit, -a1 pe nenl bracinggof the overa0 structure 1{ the responsiWGlyy of the buildingg esigner. Por generalguf once regard ng - ���� fabrication, quaGly control, storage, delivery, emctbn and braang, consult ANSI/IPII riva0ty Cdloda, DSB-89 and BCSIi Bu0dln0 Companon! p Solely Information ovalloble from Truss Plate Inslifule.'583 D'Onotdo Drive, Madison, WI 53719. .r ' c: `PURL.IN GABLE DETAIL.. M111S C - 1.2 7/15/2005 PAGE 3 OF 4 rl mex inaustries, Inc. ®EM O T Western Division .JACK TRUSS CONNECTION _ ' , \\ rPURLIN GABLE .. ''BY OTHERS \ f �.. • ' 16d SINKER OR, 16d BOX . - O.C. SPACING BY OTHERS X11 • .. '.' • ' • .. z, 1 - , MIN - PURLIN GABLE \16d SINKER OR 16d BOX y O.C.'SPACING BY OTHERS } _• .. '<.• ,.`. • i ,. of , . HIP SET TRUSS �QQ •c . r ,- tc�o • � 'r / r '• - ,a: U •AGI .A NO. C074486 , EXP. 12=31-15 ' Sf Civil- a��P ,. SEB U �PLo' -APR 2 8 204 7A WARMNG • Verify desfgn parameters. and READ NOTES ON TJUS AND INCLUDED 7477EF, REFERENCE PAGE MU -7473 REFDRE:US& 7777 Greenback Lane Suite 109 Design vand for use only with MTek-connectors. Thls design Is based only upon parameters shown pd 1, for an Indlvldual bullding componen� C1Ws Heights, CA, 9581 'Appficabl51y ofdeslgn pporomenters and properllneorporation ohcomponant is respons'ibinly of bur Id designer - not Irvss designer. 8rocing s own k for lerarsu purl of Indlvldual web members any. Addllllonal temporary.t>bacing to Inivraslobinly dudngFconstrvcllon Is the responslbilnty of the _ eree�or. AddiPonal permanent bradng_ of the overall structure Is the respond IGty of the buildingg ddesigner. or general guldanca regarding " fabrication, quality control, slorage, delivery, ereclbn and bradng, consul' ANS /fP11 Quality Cdtoffa, DS8-89 and BCSIi Bugding Component - MOW Q"+ 'Safety Information available from Truss Plate Instifule.'SM D'Onofdo Ddve. Madison, WI.53719.'.:- ' . 3 y - • - M 5�� t _. . • fit' T ' PURLIN GABLE DETAIL' y �'@/QAC = '� � 7/15/2005 PAGE 4 OF 4 f • , Fm 7 ex inausutes, inc. ' O t• Westem Division 16d SINKER OR 16d -BOX, TYPICAL, RIDGE BLOCKING ':PURLIN GA81�E FIRST COMMON ' 2X BLOCKIN W/CONNECTIONS . o . ,4, ® *. W/FRAMING CONNECTORS .- < BY OTHERS s ; LASTHI Y ; 2-0-0 MAX i DETI^ IL. 3 SUPPL.. r y.i 0012. i e TIGHTLY SET JOINT\` �.. •` + '• r " I \ ,yPURLIN GABLE 2 HIP SET TRU S %ROOF SHEATHING . BY OTHERS' • a ETAIL"#4kS PPLO: HIP SET TRUSS 0-0-12 ,`ROOF SHEATHING AND DIAPHRAGM' r `• NAILING BY OTHER S�� .. OO �. NO; C074486 DCP.12-31-15 u .^ ""� �. \ • . s! CNIV RSP t PULIN GABLE HIP '9n OFC .i APR 2 8 2015 DEDAIL �#4A SUPFIhe ` WARMWG • Verify design per•am ters and READ NOTES ON THIS AND INCLUDED WTZK REFERENCE PAGE bW-7473. BEFORE USE. 7777 Greenback Lane ®�® Suite 109 Desl9gn voUd for use ony with nASek connectors. This des gn s based ony upop parameters shown, apd is loran Indiv dud/ bulfding component. CIWS Helghls, CA 9561 gpp6cablUty or design paramenters an�T-'d properincorporaflon o� component a responsiblUty of bu�ldkng designer -not truss designer. Bracing shown k Ior laieroffsuppport of Indlvtdualweb dilllona temprarybrocingnse stab Sly durinconstrucllon a Iho responslbllUly of theIm el.Addltlonal perrmmaa�e�l bradnthe overall strut ure rs the responslblUttyy of the bulldingg designer. or general gut ante regard ng tabricatton. quality control sloroge, deryerectionand �cing, consul/ ANSfRPit Quality Cdfeda, DSB•B9 and BCSI7 Bullding Component - + i4�0/ilable Iromte Inslllule, St73D'Onordo Drive, Modlson, WI537I9. N ` 6'A r STAN©ARD PIGGYBACK Qa°ESO TRCtSS CONNECTFON DEVIL MII/SA ' 004 ' PAGE 1�F2 �. Q industries, Inc. ` GENERAL NOTES: �° estem DWlsion. 1 UPLIFT AND LOAD I,ATERAL.CAPACITY OF TTil5 DETI4IL SHALL:4E RE1/IEWED'"At-,D - APP.R01tED BYtPROJECT'ENGINEER OR QLIAldlslEp 9UfLDING DESIGNER.' s% CIO, APR 0 5 2013 a .' . ,-. 2..PITCHa611Z IUTAX q�OF CAL'lF°� 4-10. X-JIVIUMSHEAR': CAPACITY OR'LATERAL LOAD - TRANSFERBET-•(IVEEN•:PI.GGBACK AND BASE TRUSS= 120 PLF eFia�em�car�os•e2�7a,7� ea�+oxs oaf Tn7 cieent�aak Lsne . tid h for an:Mm rldual'l�dlmnp eompoiienl, Sully 108 uAd♦na desitine' nal Intss:da3laner. eictlric'chown Gtltue Helphls, GA, BB61 1 •"•�.r.,, "��o:nays;cp,a:uatame•;aoa�ugrwuwuma,NIGCIWM1,m(s77:19. '� � _. ,. I MAXIMUM,. UPLIFT SCAB TYPICAL PIGGYBACK TRUSS CONNECTION CAPACITY. USING (10) 10dr(bA31" - 3"j NAILS: * 2x x6-0 SIZETOMATCH TO CliORDOF:PIGG)eACK SPP= 1060:d:BS ATTACHED.TOONEFACE•OF'TOP CHORD. WITK2. ROWS OF .104=(0.131• X 3*) SPF = 8201BS NAILS SPACED S D.C. AND STAGGERED ' DF 970 LBS • HF- 84D LBS ' , * • ATTACH.PIGGYBACK;TRUSS SPF -S = 726-.LB:S MAXIMUM UPLIFT PURLIN r TO EACH'PURLINVITH + - CAPACITY USING (2) 18d 2 -'184 NAILS TOENAILED. J SYP = 117 LBS,:lr . SPF = 60. LBS Li DF '= 92• -LBS ' HF = 63.LBS SPF -S = 41 LBS BASE TRUSS' MAXIMUM UPLIFT SHEATHING CAPACITY USING 112"'SHEATHING AND'(2) Bd (D 131".X'2.5") NAILS: BRACE PURLINSACCORDING TO THE MAXIMUM ATTACH EACH PURLIN TO TOP SPA ,.ft ON THE TOP,CHORD OF-.'E:.BASE BA ` TRUS6 (SPACING NCT,T0 EXCEED.24" 0'.C:); CHORD OF BASE TRUSS WITH SYP = 62 L B$' . A.PURLIN T4 9E'LDCATEU:AT'EACH'ease TRUss JO1NT. 2 - NAILS. SPF. 42'.LBS FOR RIGGY BALK TRUSSES 1MTH;SPAN3a 12 DF. =. 64LBS 5CA8 MAY BE OMMITED PROVIDED THAT: HF = 44L9S - ROOF SMEAT1iING•TO 8E CONTINUOUS OVER JOINT ' SPF=$ = 28 LBS ' (SHEATHINGTOOVFRLOUINIMUMA OVER'JOINT) CAP CONNEGFION:IS MADE TU RESISTUPUFT ..... . SEE MAXIMUM CQNNECTION.`CAPACIiIES AND:COMPARE WITH ENGINEERING DRAWING VALUES SHOWN ARE BASED ON CONNECTION CAPACITIES -FOR SCABS :'PURLINS, AND'SHEATHING MAY BE COMBINED WHEN LOAD DURATION: OF 1:00 DETERMINING..OVERALL: UPUFT;CAPACITY; IF NA GAP EXISTS BETWEEN CAP .TRUSS AN:D.BAS.E TRUSS: MAXIMUM UP. LIFT.GUSSET CAPACITY USING.71fV' GUSSE"T'S ? - • AND.(4)1Od(0:1:31"X 3") NAILS: REPLACE TOE NAILING OF CAP. TRUSS TO PURLINS WITH GUSSETS'SYP AS SHOWN, AND APPLY PURLINS TO,LOWER.EDGE OF BASE = 30D LBS TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE'- SPF = 278 LBS DF = 294. LBS �k 6" x 8" x 112" PLYWOOD (or 7116" OSB) HF = 276 LBS GU$SET.EACI{$IDE AT SPF- = 258 LBS EAC BASE TRUSS JQINT. ATTACH WITff:2 104 .NAILS INTO EACH'G.HO.RD FROM I EACH'SIDE. (TOTAL- 4 NAILS EACH CHORD) \ ` 20 PURLINS @ 24" O.C: ATTACHED W(2-1'0 D NAILS VALUES SH.OUIfN ARE BASED ON LOAD DURAT1ON OF 1:00 eFia�em�car�os•e2�7a,7� ea�+oxs oaf Tn7 cieent�aak Lsne . tid h for an:Mm rldual'l�dlmnp eompoiienl, Sully 108 uAd♦na desitine' nal Intss:da3laner. eictlric'chown Gtltue Helphls, GA, BB61 1 •"•�.r.,, "��o:nays;cp,a:uatame•;aoa�ugrwuwuma,NIGCIWM1,m(s77:19. '� � _. ,. I STANDARD PIGGYBACK MIUSAC - 2 4/30/2004 PAGE 2 OF 2 ' TRUSS CONNECTION DETAIL MITek lndu&-Was, Inc. Western Division --- - G�< APR 0 5 2013 ED) I -Irl FOR.LAROE CONCENTRATED LOADS APPLI TO CAP'TRUSS REQUIRING A VERTICAL WEB: �'1�QF C� Oa�P. CAPAC 1-�Y USING SCAB 1O (0.131"X 3")'NAI LS: VERTICAL WEB TO 1) VERTICAL WEBS:OF PIGGYBACK AND BASE TRUSS SYP = 1820:LBS EXTEND THROUGH MUST MATCH IN SIZE, GRADE, AND MUST UNE UP SPF = B20 LBS BOTTOM CHORD AS SHOWN IN DETAIL DF = 970LBS OF PIGGYBACK 2) VERTICAL WEBS OF PIGGYBACK MUST RUN THROUGH HF = 840 LBS BQTTOM CHORD SO THAT THERE IS. FULL WOOD SPF -S = 720 LBS TO'WOOD.C.QNTACT BETWEEN WcB:OF PIGGYBACK AND -THE' TOP CHORD OF THE BASE TRUSS. 3) . CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS. 4) ATTACH 2 x_x6'-0";SCAB:TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 1 Dd NAILS. (0.131 "X3') AT' 6"'OC STAGGERED.: (51ZEANDGRADETO'MATCH VERTICAL.WEBS OF'PIGGYBACK AND`SASE TRUSS.) 5) .THIS-CONNE":6N. tS ONLY VALID FOR A.MAXIMUM CONCENTRATED,LOAD OF 3700 LBS (@1.15). REVIEW BY'A: QUALIFIED ENGINEER IS REQUIRED FOR LOADS ' GREATER THAN. 3700 LBS. VALUES SHOWN ARE BASED ON 1 LOAD DURATLON OF 1.00 MAXIMUM UPLIFT SCAB PIGGYBACK TRUSS CONNECTION: FOR SPANS LESS. THAN 10'-0" CAPACITY USING (4) 2x—' x 4'-0" 51ZE TD.MATCH 1Od (0.131" X 31 NAILS: TOP CHORD.•OF PIGGYBACK SYP = 424 LBS ATTACHED TOWFACE . TOP \ \ SPF = 32'B LBS CHORD WITH 2 ROWS OOr: tOd�'(0191" X 3') \\� NAILS. SPACED 6 'O.C. AND STAGGERED DF = 3B8 LBS HF = 336: LBS SPF -S = 2B8 LBS A ACH PIGGYBACK'TRUSS TO EACH•PURUN;IMTH MAXIMUM UPLIFT PURUN. 2 - 1 Gd NAILS TOENAILED. CAPACITY U SING (2) 18d ` (0.131" X 3.6"1 NAILS: b'� 1 SYP — 117 L.BS SPF m BO LBS OF = 82 LBS HF a 63 LBS SPF -S — 41 LBS Bi4S TRUSS SPACE.PURUNS ACCORDING TO.THEMAXIMUM ATTACH EACH PURUN TO TO / SPACING ON THE TOP.CHORD.OF THE BASE CHORD OF'BASE TRUSS WIT TRUSS: (SPACING NOT TO EXCEED 24" O.CJ• 2 -16d NAILS. A PURUN TO BE 1OCATED AT EACHSASE TRUSS JOINT. * CAP. CONNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING VALUES SHOWN ARE BASED ON CONNECTION CAPACITIES FOR SCABS; PURLINS, AND.SHEATHING MAY BE COMBINED WHEN LOAD DURATION OF 1.00 DETERMINING OVERALL UPLIFT CAPACITY. DETAIL FOR COMMON AND END JACKS MIIISAC - 8 -40PSF 3/30/2004 PAGE 1 MAX LOADING (psr) SPACING 2 00 ( BRACING I MiTek Industries, Inc. TCLL 40.3 Plates Increase 1.15 Western Division TCDL 14.0 Lumber Increase 1.15 TOP CHORD Sheathed. BCLL 0.0 Rep Stress )ncr YES BOT CHORD Rigid calling directly applied. MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF 145OF 1.3E BOT CHORD 2 X 4 SPF 145OF 1.3E NOTE: TOP CHORD PITCH: 3/128/12 BOTTOM CHORD PITCH: 0112-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAILS @ 3" O.C. 2 ROWS 8-0-0 SUPPORT AND CONN CT 01 N BY OTHERS OR 2-16d COMMON WIRE (0.162 -DIA. X 3.5-) LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'-0" O.C, ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162 -DIA. X 3.5" LGT) TOE NAILS CONN. W1216d COMMON WIRE 8.0-0 8-0-0 X 3.5" LGT) TOENAILS ------ __ EXT. 2-0.0 4-0-0 2-0-0 EXT. EXT. 2-0-0 EXT. 2-0-0 2-0-0 CONN. W13 16d COMMON WIRE (0.162 -DIA. X 3.5" LGT) TOE NAILS / N BOTTOM CHORD LENGTH MAY BE 2'-0- — ✓ 3X4 — OR A BEARING BLOCK. CONN. W/216d COMMON WIRE(0.162"DIA. X 3.5-) LGT TOE NAILS OR SEE DETAIL MIVSAC-7 FOR 2.0.0PRESSUREBLOCKING INFO. 8�0 NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. ?ON �iON NO. C76428 EXP. 12-31-16 SEP U 1 2015 'r OF A WARNING - 9e Ify design parameters and READ NOTES Ohr 2MS AND INCLUDED JW=AEFERENCE PAGE 11$7473 BEFORE USE. 7777 Greenback Lane m®® Dell n valid for use on with Mffek connectors. This design Is based only upon parameters shown. and Is for an Individual building component. Sithe 1 Oil R g H CIWSHeights,CA 9581 AppOcabl6iy of design paramenters and proper incorporation of component is responsibility of building designer •not truss designer. Bracing shown Is for �leral support of Individual web members only. Ade ilional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing at the overall structure Is the responsibility of the building designer. For general guidance regarding I fabdcolion, quality conlral, storage, delivery. erection and bracing, consull ANS1/rPi1 Quality Criteria, OSB -89 and BCSII Building Component MMING1.p15 WI Safety Information available from Truss Plate Inztilute. 583 D'Onoldo Drive, Madison, 53719. II�W I JANUARY 6, 2017 Standard Gable End Detail Welk USA, Inc. oo A WTaY4aWe OIAGOTAL BRACE 1'-01O.C. MAX Diagonal Bracing Refer to, Section A -A Typical _x4 L -Brace Nailed To 2x Verticals Wf10d Nalls spaced 6" o.e. Vertical Stud i SECTION EI -B TRUSS GEOMETRY AMCONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. r MI I-GE140-001 Mnek USA, Inc. Page 1 of 2 Vertical Stud (4) -led Nags I DIAGONAL ) i �CE i i6d I Na Spails Spmd 8" a.c, (2) - 1Od Naos hdo 2)Si - ----2x6 Stud or 1 \ - 2x4No2afbolier ! 'Typical Horizontal Brace \ Nailed To Veftcels SECTION A -A 2314 Sttd( wl(4}106 �s \ 12 Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING y - TO TRUSSES WITH (2) -10d NAILS AT EACH END. SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO�BLOCKING WITH DRAWINGS FOR DESIGN CRITERIA (5)- 10d NAILS. (4) -ad (0.131-X 2.5') NAILS MINIMUM, PLYWOOD ! ! 1 c 3x4 = SHEATHING TO 2x4 STD DF/SPF BLOCK it is - L -Bracing Refer to Section 843 NOTE: 1. MINIMUM GRADE OF 02 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACtNGSHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT SLOG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM, 4.'L' BRACES SPECIFIED ARE TO BE FULL LENGTH GRADES: 1x4 SRB OR 2X4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF OIAPHRAM AT 4'-0' O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 24 STUD AND A 2X4 STUDAS SHOWN WITH led NAILS SPACED 6' O.C. HORIZONTAL, BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDSW+TH (4) ted NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS'OR EXCEEDS 0240. S. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. S. DO NOT USE FLAT BOFTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. NAILS DESIGNATED 10d ARE (0.131--X 7) AND NAILS DESIGNATED 160 ARE (0.131' X 3.5") Roof Sheathing I' Max.NAILS (2) -10d NAILS iTruss�s @ 24" O.C. e/ Ding:Brac/ at 113 points �� if needed �` 9 X \ ATTACAED TVERTID W2X6DIAGONALBRACESPACED48'D.C. / NAILS ND ATACHETH (4)-16d _.: ` TO BLOCKING WITH (5) - 10d NAILS, End Wall HORIZONTAL BRACE (SEE SECTION A -A) 2 DIAGONAL rBRACES i Diagonal braces over 6'-3" require a 2x4 T -Brace enacted to one edge. Diagonal braces over 12'-" require 2x41 -braces attached.to both edges, Fasten T and I braces to narrovi edge of web with I Od nails S" o.c., with 3' minimum end distance. Brace must cover 90% of diagonal length. 3MUM WIND SPEED - 140 MPH , :MEAN ROOF HEIGHT -30 FEET EGORY 0 BUILDING OSUPE 6 or C E 7.W. ASCE- -, .02. ASCE 7.05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. I&WAVOM - VWVy da&fpnporamatms end READ fWTES ON 7MS AA®rgCLUDWARTEK REFERENCE PAGS M&y(ta rso- rGRtrtafb affORE U&F Design valid for use Wily uhh WeW connectors.aft cosign is based Onry Upon Parolee teM &neon, end Is ON on Mdlvl4.01 balding cenowi d. net a WaS system. Before use. the buldnng oeslgner mast vetiy the tpsptllmb>lty of dcvgn paremseea end wopetty incowwo this design no me Own a buldtng assign. Bening Mdicsted Is to prevent bueW4tg of IddlvMuil trues web arWor Owd nwriews Only. Addllortat temporary and Perr u nem brats tg rs alve" roquftod for etdbUy -0 to pmvmd cellOpm wlh Posr]ble pmaonal.hIery and pm"Tty damage.. For genewl guldonce ri gardng the fobdodan, swroUe, di livary, eroeteon and omring or trussed end vviie "ems, seo ANSVrPH. Quality CtURTU. OW49 end SCSI Budding Ccrepormnt Safaty Itdotmatlorn ovnlalxa from Tnna Plate Ins➢lufo, 216 N. Los StresL AAIB 312, Atarrantnm. VA 22114. MR Ma ekl* 7777 Gnembca Lane 2 DIAGONAL rBRACES 1 Minimum Stud Without 1x4 2x4 DIAGONAL AT Stud Size Spacing Brace L -Brace r L Sreca BRACE .113 POINTS Species and Grade I 1 Maximtm, Stud Length 12x4 DFISPF VWSard `.12" O.C. 13-10-1 1 3-11-7 1 5-7-2 1 7-8-2 j 11-" 2x4 OFISPF Std/Stud 16" O.C. 13-3.14 ! $-5.1 ! 410:2 ; 6-7-13 9.11-i1 2x4 OFISPF StWSwd 124- O.C. 2-8-9 1 2-i3$ 3-11.7 6-5-2 B-1-12 i Diagonal braces over 6'-3" require a 2x4 T -Brace enacted to one edge. Diagonal braces over 12'-" require 2x41 -braces attached.to both edges, Fasten T and I braces to narrovi edge of web with I Od nails S" o.c., with 3' minimum end distance. Brace must cover 90% of diagonal length. 3MUM WIND SPEED - 140 MPH , :MEAN ROOF HEIGHT -30 FEET EGORY 0 BUILDING OSUPE 6 or C E 7.W. ASCE- -, .02. ASCE 7.05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. I&WAVOM - VWVy da&fpnporamatms end READ fWTES ON 7MS AA®rgCLUDWARTEK REFERENCE PAGS M&y(ta rso- rGRtrtafb affORE U&F Design valid for use Wily uhh WeW connectors.aft cosign is based Onry Upon Parolee teM &neon, end Is ON on Mdlvl4.01 balding cenowi d. net a WaS system. Before use. the buldnng oeslgner mast vetiy the tpsptllmb>lty of dcvgn paremseea end wopetty incowwo this design no me Own a buldtng assign. Bening Mdicsted Is to prevent bueW4tg of IddlvMuil trues web arWor Owd nwriews Only. Addllortat temporary and Perr u nem brats tg rs alve" roquftod for etdbUy -0 to pmvmd cellOpm wlh Posr]ble pmaonal.hIery and pm"Tty damage.. For genewl guldonce ri gardng the fobdodan, swroUe, di livary, eroeteon and omring or trussed end vviie "ems, seo ANSVrPH. Quality CtURTU. OW49 end SCSI Budding Ccrepormnt Safaty Itdotmatlorn ovnlalxa from Tnna Plate Ins➢lufo, 216 N. Los StresL AAIB 312, Atarrantnm. VA 22114. MR Ma ekl* 7777 Gnembca Lane JANUARY 1, 2009 LATERAL TOE -NAIL DETAIL ST -TOENAIL -SP == ® MlTek USA, Inc. Page i of 1 =1111 N . TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE•MEMBER o�C== AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE SACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ttiliTf=k USA; Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) DIAM. I SYPA DF I HF SPF SPF -S .131 88.0 80.6 1 69.9 68.4 59.7 .135 93.5 85.6 74.2 72.6 63.4 .162 108:8 99.6 1 86.4 84.5 73.8 i 28 74.2 67.9 58.9 i 57.5 50.3 .131 75.9 69.5 60.3 I 59.0 S1.1- .148 81.4 74.5 64.6 1 63.2 52.5 VALUES SHOWN ARE CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAYBE APPLIED. EXAMPLE: (3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X84.5 (Ib/nail) X 1.15 (DOL); 291.51b Maximum Capacity k` ANGLE MAY VARYFROM 30 ° TO 60' 45.00 ° ANGLE MAY VARY FROM 30"TO 60' THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3, 2x4) 2 NAILS NEARSIDE NEAR SIDE 45.00` SIDE VIEW (2x6) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30 a TO 600 FEB 0 9 2011 45.00 .:..,...._- >.n -rig.. ,kr: .crirr, , er.3:r:rfr.:; ar.JA� 9. '.,.?;��G asp Fi3r:; r'?:?.?}f; maeLe' :}esign •volid for use orAr with MITOK cunnectors. This design Is based only upon paamelers shown, and is for on individeoi ouBtiing-componenl. 6at� Applicability of design paromenters and proper incorporation of Component IsYesponsibilty of building designer • not truss designer. Bracing shown Is for lateral support of individual web members orgy. Additional temporary bracing to Insure stability during construction is the respon5lbifily of the erector. Addtlonoi permanent bracing of the overall structure is the responsibility of the building designer. For genera! guidance regording ;-o,-�p latxicaton, quopy control, storage, delivery. erection and bracing. consult ANSI/TPII QuoOty Criteria, D56.89 and 8CSI1 Building Component 7777 Greenback Ln. Suitef! 109 $ aloy information available from Truss Plate Insiltute, 583 UCnofrio Drive. Madison. WI 53719. Citrus Heights, Ca, 96610 AUGUST 1, 2016 � CONVENTIONAL VALLEY FRAMING DETAIL ( M11-VALLEY1 o loo MITek USA Inn_ LJ V ml I, � 11 MiTek USA, Inc. e RIDGE BOARD GABLE END, COMMON TRUSS ( SEE NOTE #S) )fOR GIRDER TRUSS ARYI'o-k.AI6J kns / / POST SHALL BE LOCATED ON SHEATHING ABOVE THE TOP CHORD OF EACH TRUSS. .GEALftAL S�ECL°JC1a110AIS t—LtAIV TRUSS MUST BE SHEATHED NOTE: 48" O.C.. MAXIMUM POST SPACING t. WITH BASE TRUSSES ERECTED (INSTALLED),. APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE)TRUSSES. Z. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS, 3, DEFINE VALLEY RIDGE'BY RUNNING A LEVEL STRING -FROM THE INTERSECTING RIDGE OF THE (a.) GABLE END, (b.) GIRDER TRUSS OR (o.) COMMON TRUSS TO THE ROOF SHEATHING. 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN'TO EACH SUPPORTING TRUSS WITH (2 ) 16d (0.131'X 3.57 "U LS 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. SEVEL.BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4-)18d:(0.131- X W). NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) ted (0.131- X 7) TOE -NAILS. 6. FRAME VALLEY RAFTERS FROM'VALLEY'PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING 1S 24' O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WiTH'(3) led (0.131- X 3.51 TOE -NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) led (0.131' Y, 3.5') TOE -NAILS.. T. SUPPORT THE'VALLEY RAFTERS WITH 2 x 4 POSTS 48' O.0 (OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS`SHOWN ON PLAN DRAWING, ALUGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WTH (Q -10d (0.131-X 3") -NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WRH (2) led (0.131- X 3.5-) NAILS. . . 8. POSTS SHALL BE 2 x4 #2 OR BETTER SPRUCE PINE FIR. DOUG FIR LARCH OR SOUTHERN PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED ( 2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS.OF fed (0.131' X T) NAILSV D.C.,- >S LIVE LOAD = 30 PSF (MAX) DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) ASCE7-1'0 115 MPH (MWFRS) d)�"wAR�NG'•UmllY+balDAPammWaaaW READ N07ES OlJ.YiaS ANDtt1Cl.UDFD etJ/EK RFFEREtrcE PADS Mfb7C73 ror. fO+ATROt6bEFDREuSE Design*WId far u60 TMs das!gn 4 band Dory upon Pwamlimm lhz, n. and is for a indlviduel bueding emm )onent, clot r1d, mponw" y Inlomsetton awilaNe from Trend PIffielndlneo, 218 N. Las 8traet, &tris 31. Adexand�in, VA 72814. t mg WTatc' C "6428 EXR 12--331,1& j ' Lam 11__� I - --- __--__-_.,_-___- _ Im ii 1j li '1 '1 -------------- ml I, � 11 -s le ,1 {• 1 11 1 i, I� 'i II 1 Il 11 t 11 1 i1 j i jl it POST VALLEY RAFTERS ( SEE NOTE #8 )1 ( SEE NOTE #2) II r%f A A I 11.11 A L A n t th POST SHALL BE LOCATED ON SHEATHING ABOVE THE TOP CHORD OF EACH TRUSS. .GEALftAL S�ECL°JC1a110AIS t—LtAIV TRUSS MUST BE SHEATHED NOTE: 48" O.C.. MAXIMUM POST SPACING t. WITH BASE TRUSSES ERECTED (INSTALLED),. APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE)TRUSSES. Z. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS, 3, DEFINE VALLEY RIDGE'BY RUNNING A LEVEL STRING -FROM THE INTERSECTING RIDGE OF THE (a.) GABLE END, (b.) GIRDER TRUSS OR (o.) COMMON TRUSS TO THE ROOF SHEATHING. 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN'TO EACH SUPPORTING TRUSS WITH (2 ) 16d (0.131'X 3.57 "U LS 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. SEVEL.BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4-)18d:(0.131- X W). NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) ted (0.131- X 7) TOE -NAILS. 6. FRAME VALLEY RAFTERS FROM'VALLEY'PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING 1S 24' O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WiTH'(3) led (0.131- X 3.51 TOE -NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) led (0.131' Y, 3.5') TOE -NAILS.. T. SUPPORT THE'VALLEY RAFTERS WITH 2 x 4 POSTS 48' O.0 (OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS`SHOWN ON PLAN DRAWING, ALUGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WTH (Q -10d (0.131-X 3") -NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WRH (2) led (0.131- X 3.5-) NAILS. . . 8. POSTS SHALL BE 2 x4 #2 OR BETTER SPRUCE PINE FIR. DOUG FIR LARCH OR SOUTHERN PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED ( 2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS.OF fed (0.131' X T) NAILSV D.C.,- >S LIVE LOAD = 30 PSF (MAX) DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) ASCE7-1'0 115 MPH (MWFRS) d)�"wAR�NG'•UmllY+balDAPammWaaaW READ N07ES OlJ.YiaS ANDtt1Cl.UDFD etJ/EK RFFEREtrcE PADS Mfb7C73 ror. fO+ATROt6bEFDREuSE Design*WId far u60 TMs das!gn 4 band Dory upon Pwamlimm lhz, n. and is for a indlviduel bueding emm )onent, clot r1d, mponw" y Inlomsetton awilaNe from Trend PIffielndlneo, 218 N. Las 8traet, &tris 31. Adexand�in, VA 72814. t mg WTatc' C "6428 EXR 12--331,1& j ' Lam .March 4, 2013 T -BRACE / I -BRACE DETAIL ST - T -BRACE ©o �a MiTek USA, Inc. Note: T -Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T -Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1x6 10d 8" o.c. 2x4 or 2x6 or 2x8 16d 8" o.c. Note: Nail along entire length of T -Brace / 1 -Brace (On Two -Ply's Nail to Both Plies) Nails Nails Web Nails Z Section Detail I -Brace Nails SPACING Al k -A MiTek USA, Inc. Page 1 of 1 Brace Size for Two -Ply Truss Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 1 2 20 or 2x4 1 x4 (`) T -Brace 1x4 (+) I -Brace 2x6 1 x6 (*) 'T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x81 -Brace Brace Size for Two -Ply Truss C 7614'` ♦clj CIVV OFC s j F, FEB 0 9 2017 T -Brace / 1 -Brace must be same species and grade (or better) as web member. (") NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values, For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1 X bracing material, use IND 55 for T-Brace/I Brace p.. .�:;uY>�:�:.._ a�c:a.:•!:8r+-:r::rk Ari,42f r7.^.t;+'.*.4'7"5 �c!:7!?a..Lli!:::72G'::o`�YL•FC:tilf.;;;:-:.?.i:; ak�(.r=.;r-�l;:.ra::^..c: flfi ... . .. .. ....._ ........, ...... smart bes%un ••aid for use only wiln MiTek connectors. This design is based only upon.porameren show,, drd is for on individual buildir•.g a:mponent. _ Appfi„abOy of design acromenten and proper Incorporation of component is responsibility of buliding designer - not truss designer. Bracing shown ` Is for ldterot supaor of indvidual web members only. Additional temporary bracing to irBure stability during construction is the responsibilGty of the + erector. AdcMional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regording ------ •r - fobiicalion, quality control, storage, delivery. erectionand bracing, consult ANSI/TP11 Guaft Criteria, OSB -89 and BC511 Building Component 7777 Greenback Ln. Suited 109 Safofy Information available from Truss Plate Insfitute. 583 0.Onotrio Orive. Madison. WI 53719. _ _ _ _ 77bus Heights. Ce.. Sui Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 l -Brace 2x6 12x6 T -Brace 2x61 -Brace 2x8 IM T -Brace 'JvR 1_Rr�nc C 7614'` ♦clj CIVV OFC s j F, FEB 0 9 2017 T -Brace / 1 -Brace must be same species and grade (or better) as web member. (") NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values, For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1 X bracing material, use IND 55 for T-Brace/I Brace p.. .�:;uY>�:�:.._ a�c:a.:•!:8r+-:r::rk Ari,42f r7.^.t;+'.*.4'7"5 �c!:7!?a..Lli!:::72G'::o`�YL•FC:tilf.;;;:-:.?.i:; ak�(.r=.;r-�l;:.ra::^..c: flfi ... . .. .. ....._ ........, ...... smart bes%un ••aid for use only wiln MiTek connectors. This design is based only upon.porameren show,, drd is for on individual buildir•.g a:mponent. _ Appfi„abOy of design acromenten and proper Incorporation of component is responsibility of buliding designer - not truss designer. Bracing shown ` Is for ldterot supaor of indvidual web members only. Additional temporary bracing to irBure stability during construction is the responsibilGty of the + erector. AdcMional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regording ------ •r - fobiicalion, quality control, storage, delivery. erectionand bracing, consult ANSI/TP11 Guaft Criteria, OSB -89 and BC511 Building Component 7777 Greenback Ln. Suited 109 Safofy Information available from Truss Plate Insfitute. 583 0.Onotrio Orive. Madison. WI 53719. _ _ _ _ 77bus Heights. Ce.. Sui JANUARY 1, 2009 L -BRACE DETAIL ST - L -BRACE MITek USa Inc. Page 1 of 1 00 Mrrek USA, Inc. Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d 8" o.c. 2x4, 6, or 8 16d 8" D.C. Note': Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies)' Nails Ir ' . _ASPACING k G/ A, WEB Ar \ , } - L -BRACE Nails / Section Detail L -Brace Web 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 20 or 2x4 I 1 x4 *'* X66 1x6 "* 2x8 2x8 *"* DIRECT SUBSTITUTION NOT APLICABLE, L -Brace must be same species grade (or better) as web member. ""DIRECT SUBSTITUTION.NOT APLICABLE. .�> b:?: M17J::.. 9;,..F i:a ;Ftrk}n ✓,rru�:�¢b,ra ¢mai i?X..n �y 1, ;,R;<; ah' 4#3iF .�b;tc �;:;'i:i; i'l�'. rrrmnr.. !'L'i �:?o:j,:T' yX�:; �?.iF +:—.? i'_v...a�:,�T�.' ;!c=i- . Design valid for use crly with MiTek connectors. Inn design is cared crly upon porometers snows, one is for on +:dlviduol bu3dmg ccmaanent. Appiicabitlry, of design poromenten-antl proper Incorporation of component is responsibility of building designer • not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction u'tne responsioipity, of the erector. Additionol permanent bracing of -the overall structure is the responsibility of the'building designer. For general guidance regarding fab4cation, quality control, storage, delivery, erection.and bracing. consult ANSI/TPM Quality Criteria, 058.89 and BCSII Building Component Safety information available from Truss Plate Institute, 583 D'Onofrio Drive, ModLSon, Wl 53719. FEB ( 9 "MI na6m t 7777 Greenbetic Ln. Sutra# 109 Citrus Neigh1s. Ca. 95610 L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size I 1 2 2x3 or 2x4 2x4 `*` 2x6 2x6 2x8 2x8` - ""DIRECT SUBSTITUTION.NOT APLICABLE. .�> b:?: M17J::.. 9;,..F i:a ;Ftrk}n ✓,rru�:�¢b,ra ¢mai i?X..n �y 1, ;,R;<; ah' 4#3iF .�b;tc �;:;'i:i; i'l�'. rrrmnr.. !'L'i �:?o:j,:T' yX�:; �?.iF +:—.? i'_v...a�:,�T�.' ;!c=i- . Design valid for use crly with MiTek connectors. Inn design is cared crly upon porometers snows, one is for on +:dlviduol bu3dmg ccmaanent. Appiicabitlry, of design poromenten-antl proper Incorporation of component is responsibility of building designer • not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction u'tne responsioipity, of the erector. Additionol permanent bracing of -the overall structure is the responsibility of the'building designer. For general guidance regarding fab4cation, quality control, storage, delivery, erection.and bracing. consult ANSI/TPM Quality Criteria, 058.89 and BCSII Building Component Safety information available from Truss Plate Institute, 583 D'Onofrio Drive, ModLSon, Wl 53719. FEB ( 9 "MI na6m t 7777 Greenbetic Ln. Sutra# 109 Citrus Neigh1s. Ca. 95610 a+ _l JANUARY 1, 2009 SCAB -BRACE DETAIL ST - SCAB -BRACE ®R Melt USA, Inc. Page 1 of 1 Note: Scab -Bracing to 6e used when continuous lateral bracing at midpoint (or T -Brace) is impractical. Scab must cover full length of web +1- 6". MiTek USA, Inc. THIS DETAIL IS NOT APILICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131") NAILS SPACED 61' O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL -FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF #3 Nails Section Detail -NIO '3 Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. FfB 0 9 �tf, ....... . . . . . . . . . . . i;NIN , vrrj..' r9 Design v(Adfo;use only with m7ek connectors. This design is based only upon potometers shown. and is 'cyariindviciuolbAdingcaniporeni. A,1,11 design paromenters and proper incorpotolion ofcomponent isresponsibility of builcringdesigner -not truss resigner. Bracing shown is ter lateral port of IncMdual web members orgy. Additional temporary bracing to insure stability during construction L the responsibillity of the erector. Adtfillonal permanent bracing of the ovaroil structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPliQuoUtyCilloda,DSB.89and gCS116ullcungcomponent Safety Information cwtsiloble- from Truss Plate Institute, 583 D'Onofflo Drive. Madison. WI 53719. tsar 7777 Gmenback Ln. Suite# 109 Citrus Helants, Co. 95610 MiTek USA, Inc. i 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 0617002 Fax 916/676-1909 Airehart 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: R50845083 thru R50845150 My license renewal date for the state of California is December 31, 2018. Q,�'pFESSIpN44 =CONIO c� C 76428 z 0 * EXP.12/31/2018 * ' June 15,2017 Hernandez, Marcos IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qry 1 Ply Aire art (loc) I/defi L/d TCLL 20.0 Plate Grip DOL R50845083 0617002 A01 Common Supported Gable 1 1 120 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT) Job Reference Loptional Systems Plus Lumber Co, Anderson, CA 0 A 1-6-0 7-M 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:04 2017 Page 1 ID:zXt38QyaOuzmkJubKFH1 FzzAh?f-b?20gi2nnsj8um4ZLH13MaRhjGsyPShvk8UJmtz66GH 4x6 = G 7.6-0 Scala = 1:28.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.01 M n/r 120 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.01 M n/r 120 BGLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 L n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -SH J C 76428 z � o * w � .113112018 AV LUMBER- BRACING - TV CHORD 2X4 DF No.1&BtrG TOP CHORD BOT CHORD 2X4 DF No.1&BtrG BOT CHORD OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 15-0-0. (lb) - Max Horz B=79(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s) B, L, N, 0, P, Q, V, U, T, S Max Grav All reactions 250 Ib or less at joint(s) B, L, R, N, 0, P, Q, V, U, T. S PLATES GRIP MT20 220/195 Weight: 76 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. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, L, N, 0, P, Q, V, U, T, S. FESSIO 0 A/44 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q, F� �O ONIO h J C 76428 z � o * w � .113112018 AV OFC I� June 15,2017 ® WARNING - Verily design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall p � iTek` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Airehart 7-" 7$0 Plate Offsets (X,Y)— 1B:0-2-8,Edg 1, [D:0-2-8,Edgej LOADING (psf) R50845084 0617002 A02 Common 5 1 TC 0.46 Vert(LL) 0.08 F -I >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.38 Job Reference (optional) Systefns Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:04 2017 Page 1 ID:zXt38QyaOuzmkJubKFHI FzzAh?f-b?20gi2nnsj8um4ZLH13MaRb2GnWPQuvk8UJmtz66GH -16-0 7-" 15-0-0 166-0 1-0-0 7.6-0 7-" 1.6-0 od A Scale = 1:28.9 4x6 = �g ® WARNING -Verily design parameters and READ NOTES ON MIS AND INCLUDED MIrEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • - a truss system. Before use, the building designer must verify the applicability of design parameters aid property incorporate this design into the overall A� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his. CA 95610 7-" 15-0.0 7-" 7$0 Plate Offsets (X,Y)— 1B:0-2-8,Edg 1, [D:0-2-8,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.08 F -I >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.38 Vert(CT) -0.22 F -L >822 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.01 D n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH Weight: 53 Ib FT = 20% L*BER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. 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) B=690/0-5-8, D=690/0-5-8 Max Horz B=79(LC 12) Max Uplift 8=121(LC 8), D=-121(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-845/116, C -D=-845/116 BOT CHORD B -F=-28/676, D -F=-28/676 WEBS C -F=0/354 NOTES- - (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) 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 joints) except (jt=1b) B=121, D=121. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�OFESSIOA/gZ ONIO F41 =��O �z J 6 C 76428 m � o EXP 2/3112 gH * " �TFOF June 15,2017 ® WARNING -Verily design parameters and READ NOTES ON MIS AND INCLUDED MIrEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • - a truss system. Before use, the building designer must verify the applicability of design parameters aid property incorporate this design into the overall A� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his. CA 95610 Job Truss Truss Type Qty Ply Airehart 1.15 TCDL 1010 Lumber DOL 1.15 R50845085 0617002 B01 GABLE 1 1 Code IBC2015/TP12014 LUMBER - n/a Matrix -MSH TOP CHORD 2X4 DF No. 1&Btr G Job Reference (optional) Systqms Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:08 2017 Page 1 ID:zXt38QyaOuzmkJubKFH1 FzzAh?f-Unlvg36lg5DaNNOKa66?WQcFdt66LAWVfmSXvez66GD 160 8-0A 15-6-0 22-11-12 31-0-0 32.6-0 1 �0 8-0-0 7-5-12 7-5-12 8-0-4 1 �i-0 rn 0 4x10 3x6 = Q P 0 N M L K J I _ 4x8 i 3x4 = [C:0 -0 -12,0 -1 -0],[C:0 -4 -0,0 -5 -8),[D:0 -2 -0,0 -0 -2],(D:0 -2 -0,0 -0 -4),[E:0 -4-0,0-5-8],[E:0-6-0,0-3-5], LOADING (psf) SPACING- 2-0-0 TOLL 20.0 Plate Grip DOL 1.15 TCDL 1010 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES, BCDL 10.0, Code IBC2015/TP12014 LUMBER - n/a Matrix -MSH TOP CHORD 2X4 DF No. 1&Btr G BOT CHORD 2X4 DF No. 1&Btr G WEBS 2X4 DF Stud/Std G `Except' D-S,D-M: 2X4 DF No.1&Btr G OTHERS 2X4 DF Stud/Std G CSI. DEFL. in (loc) I/deft L/d TC 01'61 Vert(LL) -0.17 S -BL >999 240 BC 0:46 Vert(CT) -0.61 S -BL >284 180 WB 0.36 Horz(CT) 0.03 B n/a n/a Matrix -MSH PLATES GRIP MT20 220/195 Scale: 3/16"=1' n it Weight: 280 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Except: 6-0.0 oc bracing: B -C BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: B -S. WEBS 1 Row at midpt D -M MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. All bearings 9-11-8 except Qt=length) B=0-5-8, F=0-5-8, Q=0-3-8, 0=0-3-8, 1=0-3-8, 1=0-3-8. (lb) - Max Horz B=161(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) J, F except B=-153(LC 8), M=-304(LC 8), 1=-134(LC 19) Max Grav All reactions 250 Ib or less at joint(s) P, J. K, L, N, O, F, Q, Q, 1, 1 except B=687(LC 19), M=1601(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-762/188, C -D=-575/214, D -E=-69/886, E -F=88/359 BOT CHORD B -S=-202/647, L -M=-371/105, K -L=-371/105, J -K=-371/105, I -J=-371/105, H -I=-371/105, F -H=-259/114 WEBS C -S=-489/286, D -S=-200(778, D -M=-1344/263, E -M=-574/254, E -H=0/286 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf-bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, 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) J, F except Qt=1b) B=153, M=304,1=134. 10) Graphical puriin representation does not depict the size or the orientation of the ourlin alonc the too and/or bottom chord. "-�()=EssloNq� �O (ON10 Fra tL= � C 76428 � p * i P . 1/3112018 ti \�0FCAL �� June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' always required for stability and to prevent collapse vrith possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:08 2017 Page 2 ID:zXt380yaOuzmkJubKFH1 FzzAh?f-Unlvg36lg5DaNNOKa66?WQcFdt66LAWVfmSXvez66GD NOTES- (12) 11) No notches allowed in overhang and 10600 from left end and 10600 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 D.C. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ' i Job Truss Truss Type Qty Ply Airehart 850845085 0617002 B01 GABLE 1 1 Job Reference (optional) 0 Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:08 2017 Page 2 ID:zXt380yaOuzmkJubKFH1 FzzAh?f-Unlvg36lg5DaNNOKa66?WQcFdt66LAWVfmSXvez66GD NOTES- (12) 11) No notches allowed in overhang and 10600 from left end and 10600 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 D.C. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ' i Job Truss Truss Type Qty Ply Airehart 850845085 0617002 B01 GABLE 1 1 Job Reference (optional) 0 ® WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MVI -7473 rev, 1010312015 BEFORE USE- Design SEDesign valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall�r building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts• CA 95610 ^ ti. ® WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MVI -7473 rev, 1010312015 BEFORE USE- Design SEDesign valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall�r building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts• CA 95610 Job Truss Truss Type Qty Ply _ Airehart TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc purlins. e WEBS 2X4 DF Stud/Std G 'Except' 6-0-0 oc bracing: H -J. R50845086 0617002 B02 Common 1 1 Max Horz B=-150(LC 9) t Max Uplift B=-182(LC 8), J=-160(LC 9), H=-84(LC 9) ' Max Grav B=1018(LC 1), J=1438(LC 1), H=264(LC 20) Job Reference (optional) Systefns Plus Lumber Go, Anderson, GA ts.11U s Apr 13 2u1 / MI I eK Industries, Inc. I nu Jun 1 S U/:zz:uu zUl / Page 1 I D:zXl38QyaOuzmkJubKFH I FzzAh?f-yzsHtP6wbOLR_XzW8gdE3d8UrHT04T_euQC4R4z66GC 1-0-0 5Fi-5 106-3 15-0-0 19-10-10 24-3-4 _ _ _ _1_ 3_1_-0-0 X32.6-0� 1 6-0 5-0-5 4-11-13 4-11-13 41-10 4 4-10 6 8-12 1-0 0 Scale = 1:55.2 4x6 = E 3x5 ! 3x4 = 3x6 = 4x8 = ; 3x4 = 3x4 = jg LOADING (psf) TCLL 20.0 TeDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0.0. Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 50.33 BC 0.139 WB ' 09 Matrix -MSH DEFL. in (loc)I/defl L/d Vert(LL) -0.10 J -K >999 240 Vert(CT) -0.30 M -P >956 180 Horz(CT) 0.04 J n/a n/a PLATES GRIP MT20 220/195 Weight: 149 Ib FT = 20% LtlrMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2X4 DF Stud/Std G 'Except' 6-0-0 oc bracing: H -J. E -K: 2X4 DF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1018/0-5-8, J=1438/0-5-8, H=204/0-5-8 Max Horz B=-150(LC 9) t Max Uplift B=-182(LC 8), J=-160(LC 9), H=-84(LC 9) ' Max Grav B=1018(LC 1), J=1438(LC 1), H=264(LC 20) t FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1607/275, C -D=-1373/236, D -E=-771/172, E -F=-757/189, F7G=0/318, G -H=75/336 BOT CHORD B -M=-297/1403, K -M=-148/1019, J -K=0/459 WEBS C -M=-320/182, D -M=-38/439, D -K=-580/227, E -K=-61/381, F -K=-8/322, F -J=-1095/153, G -J=-374/226 1 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) 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 = I O.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. FESSIQ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) H except at--lb)QFlO 44 B=182, J=160. - , �O ��ONIO 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. J C 76428 z 0 wry EXP. 12/31/2 9 ti * �TFOF LIFO June 15,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall pi• � building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'y' 4�K• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts. CA 95610 .11 Job Truss Truss Type Qty Ply Arehart 1.15 TC 70.34 TC -DL 10.0 Lumber DOL 1.15 R50845087 0617002 B03 Common 1 1 Code IBC2015lrP12014 Matrix -MSH LU•?4BER- 1 n/a TOP CHORD 2X4 DF No. 1&Btr G Job Reference Loptional Systems Plus Lurtlber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:09 2017 Page 1 ID:zXl38QyaOuzmkJubKFH1 FzzAh?f-yzsHtP6wbOLR_XzW8gdE3d8UbHT04T6euQC4R4z66GC 55 10-6-3 151'x0 19-10-10 24-3 4 31-M 1 6-0 -6- 5-6-5 4-11-13 4-11-13 4-0-10 4 4-10 6-8-12 M o'P Scale = 1:54.4 4x6 = � I 3x5 3x4 = 3x6 = 4x8 = 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 70.34 TC -DL 10.0 Lumber DOL 1.15 BC 0.39 BCLL 0.0 Rep Stress Incr YES WB 6.98 BCDL 10.0 Code IBC2015lrP12014 Matrix -MSH LU•?4BER- 1 n/a TOP CHORD 2X4 DF No. 1&Btr G BOT CHORD 2X4 DF No. 1&BV G WEBS 2X4 DF Stud/Std G *Except* Weight: 146 Ib FT = 20% E -J: 2X4 DF No.1 &Btr G REACTIONS. (Ib/size) H=105/0-5-8, B=1018/0-5-8, 1=1447/0-5-8 Max Horz B=163(LC 12) Max Uplift H=-40(LC 9), B=-182(LC 8), 1=-172(LC 9) Max Grav H=164(LC 20), B=1018(LC 1), 1=1447(LC 1) DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.10 I -J >999 240 MT20 220/195 Vert(CT) -0.30 L -R >957 180 Horz(CT) 0.04 1 n/a n/a Weight: 146 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: H -I. 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=-1608/273, C -D=-1373/234, D -E=-771/169, E -F=757/187, F -G=-3/306, G -H=81/331, BOT CHORD B -L=-309/1404, J -L=-159/1019, I -J=0/460 WEBS C -L=-320/182, D -L=38/440, D -J=-580/227, E -J=59/381, F -J=-101321, F-1=1085/156, G -I=-384/231 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) H except (jt --lb) B=182, 1=172. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. H Iq Q�pFESSIOIV �O �ONIO F2 C 76428 �Z m 0 -4 EXP. 12/31/2018 ti �FOF �q June 15,2017 ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M V! 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts. CA 95610 Job Truss Truss Type Qty Ply Airehart WEBS 1 Row at midpt D -H, B-H r jc? i i M\ o MiTek recommends that Stabilizers and required cross bracing R50845088 0617002 303D COMMON 1 1 J I H Job Reference optional Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:10 2017 Page 1 ID:zXt38QyaOuzmkJubKFHI FzzAh?f-Q9Qf517YMiTIchYihX8TcrhdjhjPp6Po74xdzXz66GB 8-0-0 15-0-0 22-11-12 31-0.0 8-0-0 7-5-12 7-5-12 8-0-4 Scale = 1:53.6 4x6 = LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF No.1&Btr G'Except- D-G,B-J: 2X4 OF Stud/Std G REACTIONS. (Ib/size) A=1114/0 -5 -8.E=791/6 -11-8,F=575/0-3-8 Max Horz A=-137(LC 38) Max Uplift A=-425(LC 27), E=-356(LC 30), F=-90(LC 30) BRACING - 1 o TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt D -H, B-H r jc? i i M\ o MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. J I H G F 4x6 = 2x4 II 3x6 = 4x8 = 2x4 II 4x6 = 8-0.4 15-0-0 22-11-12 24 4-0 31-0-0 8-0-0 7-5-12 7-5-12 1-4-4 6.8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft - Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) 0.12 J -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.79 Vert(CT) -0.38 G -H >757 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(CT) 0.08 E n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -MSH Weight: 132 Ib FT = 20% LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF No.1&Btr G'Except- D-G,B-J: 2X4 OF Stud/Std G REACTIONS. (Ib/size) A=1114/0 -5 -8.E=791/6 -11-8,F=575/0-3-8 Max Horz A=-137(LC 38) Max Uplift A=-425(LC 27), E=-356(LC 30), F=-90(LC 30) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt D -H, B-H 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 A -B=-1953/804, B -C=-1251/459, C -D=-1250/456, D -E=-1386/669 BOT CHORD A -J=-793/1691, H -J=-552/1691, G -H=-294/1159, F -G=-333/1159, E -F=535/1159 WEBS C -H=62/625, D -H=-261/240, D -G=-350/162, B -H=-783/286, B -J=0/325 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F except Qt=1b) 'A=425; E=356'�"`----_. 7) This truss has been designed for a total drag load of 1000-C, Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist c146 -loads -along bottom chord from 110-0 to 31-0-0 for 32.3 plf. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q 'OFEsslA14, p N 10 <cf= c / C 76428 �Z �` 0 EXP. 17(31/2018 ti it .0 O � OF CAt`F� June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 nev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and prcperty incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Cuality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Airehart LLLMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins. 850845089 0617002 B04 Common 3 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Job Reference (optional) Systems Plus Lur(Iber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:11 2017 Page 1 ID:zXt38QyaOuzmkJubKFH1 FzzAh?f-uMz1158A7Ob9Er7vFFgi82EnT461YZdxLkhBWzz66GA -1-0-0 8-0-4 15-6-0 22-11-12 31-0.0 1 ,_0 8-04 7-5-12 7-5-12 8-04 Scale = 1:54.4 4x6 = D � n V 4x4 = 20 II 3x6 = 4x8 = 2x4 II 44 = F Ia LOADING (psf) TCLL 20.0 TEDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.51 BC 0.53 WB 0.21 'Matrix -MSH DEFL. in Vert(LL) 0.11 Vert(CT) -0.37 Horz(CT) 0.11 (loc) I/deft Lid G -M >999 240 G -M >994 180 F n/a n/a PLATES— GRIP MT20 220/195 Weight: 134 Ib FT = 20% LLLMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins. BOT CHORD 2X4 DF No. 1&BV G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF No. 1&BV G *Except* WEBS 1 Row at midpt E -H, C -H E-G,C-J: 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) F=1238/0-5-8, B=1332/0-5-8 Max Horz B=163(LC 12) Max Uplift F=-175(LC 9), B=210(1_C 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2240/302, C -D=-1518/250, D -E=1518/248, E -F=-2251/310 BOT CHORD B -J=-308/1927, H -J=-308/1927, G -H=180/1940, F -G=-180/1940 WEBS D -H=-63/865, E -H=-790/282, E -G=0/335, C -H=-775/274, C -J=0/332 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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 Qt=1b) F=175, B=210. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. FESSIQ /v Q,0 O N I O P J C 76428 " � o EXP. 1 31/2018 * t T9T CIVIL r FOF CAl June 15,2017 ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �//��iTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his. CA 95610 Job Truss Truss Type Qty Ply Airehart 3x5 D F 850845090 0617002 Cot Roof Special Girder 1 C Q�s ONIp 2 Fc G H I J K L I AA Job Reference (optional) Systems Plus Lumber Go, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:13 2017 Page 1 ID:zXt38QyaOuzmkJubKFH1 FzzAh?f-gk5ojn9RfdrtT9GHNftADTJAhuuPOR7Ep2Alasz66G8 11-0 515 101-3 1510 20-3-0 25-0-0 27-10-10 30-9-4 35-11.6 41-3-5 46-8-15 11-04-11-13 4-11-13 4-9-0 4-9-0 2-10-10 2-10-10 5-2-2 5-3-14 5-5-10 Scale = 1:82.7 5x6 = FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2052/326, C -D=-1584/281, D -E=-1130/241, E -F=-1127/261, F -G=-1255/228, G -H=896/203, H -I=-282/1429, I -J=-282/1429, J -K=940/601, L -M=-274/167 BOT CHORD B -X=-365/1785, W -X=-365/1785, V -W=-224/1359, T -V=-178/1066, S -T=-234/864, Q -S=-405/205, P-01=405/205, O -P=-718/506, N -O=-718/506, M -N=-619/947 WEBS C -W=-486/160, D -W=-13/370, D -V=-604/209, E -V=-126/681, F -V=-260/175, G -T=-118/400, G -S=-949/190, H -S=-209/1517, H -P=-1564/270, I -P=-513/285, J -P=-1949/694, J -N=-128/627, K -M=-1030/649 NOTES- (13) E 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: 6.00 12 3x5 % 3x5 D F 3x5 % 5x8 4x8 = 2x4 II 4x8 = 5x6 = 3x4 I C Q�s ONIp 2 Fc G H I J K L I AA C AD 91 IX 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 !!!S4 N c'; B * 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide truss to bearing withstanding CIV11- mechanical connection (by others) of plate capable of 100 Ib uplift at joint(s) except (jt=1b)�9 M=441, B=212, P=687. TFOFCA� 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Jude 15,2017 7IA x W AH V U At T S R Q �P AJ 0 N M 4x6 = 2x4 1 40 = 4x8 = 5x6 4x4 = 4x4 = 2x4 11 4x8 = 20 11 4x4 = 4x4 = - 5x6 = 51-5 101-3 1510 20-3-0 25-0-0 27-10-10 30-9-4 35-111 41-3-5 46-8-15 5 55 4-11-13 4-11-13 4-9-0 4-9-0 2-10-10 2-10-10 5-2-2 5-3-14 5-5=10 Plate Offsets (XXY — [G:0 -2-12,0-2-01,[K:0-3-0,0-3-01 ) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) . I/deft Ud PLATES GRIPS TCLL 20.0 Plate Grip DOL 1.15 TC �O.. 27 Vert(LL) -0.03 W >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.13 Vert(CT) -0.09 W >999 180 BCLL 0.0 Rep Stress Incr NO WB 0:34 Horz(CT) 0.02 M n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -MSH Weight: 562 Ib FT = 20% L14 MBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X6 DF SS G except end verticals, and 2-0-0 oc purlins (6-0-0 max.): G -L. WEBS 2X4 DF Stud/Std G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: E -V: 2X4 DF No. 1&Btr G 6-0-0 oc bracing: Q-S,P-O. REACTIONS. (Ib/size) M=770/Mechanical, B=1177/0-5-8, P=2870/0-5-8 Max Horz B=195(LC 5) Max Uplift M=441(LC 6), B=-212(LC 27), P=-687(LC 9) Max Grav M=827(LC 19), B=1177(LC 1), P=2870(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2052/326, C -D=-1584/281, D -E=-1130/241, E -F=-1127/261, F -G=-1255/228, G -H=896/203, H -I=-282/1429, I -J=-282/1429, J -K=940/601, L -M=-274/167 BOT CHORD B -X=-365/1785, W -X=-365/1785, V -W=-224/1359, T -V=-178/1066, S -T=-234/864, Q -S=-405/205, P-01=405/205, O -P=-718/506, N -O=-718/506, M -N=-619/947 WEBS C -W=-486/160, D -W=-13/370, D -V=-604/209, E -V=-126/681, F -V=-260/175, G -T=-118/400, G -S=-949/190, H -S=-209/1517, H -P=-1564/270, I -P=-513/285, J -P=-1949/694, J -N=-128/627, K -M=-1030/649 NOTES- (13) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live design. have been considered for =9lmph; OFESSIpNq� 4) Wind: ASCE 7-10; Vult=1t 15mph (3-secondgu t) Vasds TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; Q�s ONIp 2 Fc MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate h� grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. J C 76428 z 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. IX 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 0 `L EXP. 12/3112018 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) Refer to girder(s) for truss to truss connections. 10) Provide truss to bearing withstanding CIV11- mechanical connection (by others) of plate capable of 100 Ib uplift at joint(s) except (jt=1b)�9 M=441, B=212, P=687. TFOFCA� 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Jude 15,2017 ® WARNING - Veiny design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7073 rev. 1010312015 BEFORE USE. _- R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ��q building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the pp�ITek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts. CA 95610 Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:13 2017 Page 2 ID:zXt38QyaOuzmkJubKFH1 FzzAh?f-gk5ojn9RfdrtT9GHNfiADTJAhuuPOR7Ep2Alasz66G8 NOTES- (13) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 Ib down and 101 Ib up at 31-0-12, 132 Ib down and 98 Ib up at 31-11-4, 175 Ib down and 147 Ib up at 33-11-4, 175 Ib down and 147 Ib up at 35-11-4, 175 Ib down and 147 Ib up at 37-11-4, 175 Ib down and 147 Ib up at 39-114, 175 Ib down and 147 Ib up at 41-11-4, and 175 Ib down and 147 Ib up at 43-11-4, and 182 Ib down and 145 Ib up at 45-11-4 on top chord, and 71 Ib down at 31-0-12, and 69 Ib down at 31-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -E=-60, E -G=-60, G -L=-60, B -M=-20 Concentrated Loads (lb) Vert: 1=-98(F) P= -60(F) J=-97 AA= -92(F) AB= -97 AC= -97 AD= -97 AE= -97 AF= -97 AG= -116 AJ= -54(F) r t r - r Job Truss Truss Type Qty Ply Airehart , 850845 0617002 Coll Roof Special Girder 1 2 Jab Reference (optional) ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall 090 p� //�� T k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 'y' 1�' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:13 2017 Page 2 ID:zXt38QyaOuzmkJubKFH1 FzzAh?f-gk5ojn9RfdrtT9GHNfiADTJAhuuPOR7Ep2Alasz66G8 NOTES- (13) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 Ib down and 101 Ib up at 31-0-12, 132 Ib down and 98 Ib up at 31-11-4, 175 Ib down and 147 Ib up at 33-11-4, 175 Ib down and 147 Ib up at 35-11-4, 175 Ib down and 147 Ib up at 37-11-4, 175 Ib down and 147 Ib up at 39-114, 175 Ib down and 147 Ib up at 41-11-4, and 175 Ib down and 147 Ib up at 43-11-4, and 182 Ib down and 145 Ib up at 45-11-4 on top chord, and 71 Ib down at 31-0-12, and 69 Ib down at 31-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -E=-60, E -G=-60, G -L=-60, B -M=-20 Concentrated Loads (lb) Vert: 1=-98(F) P= -60(F) J=-97 AA= -92(F) AB= -97 AC= -97 AD= -97 AE= -97 AF= -97 AG= -116 AJ= -54(F) r t r - r Job Truss Truss Type Qty Ply Airehart , 850845 0617002 Coll Roof Special Girder 1 2 Jab Reference (optional) ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p� //�� T k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 'y' 1�' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty. Ply Airehart TCLL 20.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) 0.10 Q -T >999 240 R50845091 0617002 CO2 Roof Special 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.05 L n/a n/a Job Reference (optional) Systems Plus Lurgber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:15 2017 Page 1 I D:zXt38QyaOuzmkJubKFH I FzzAh?f-n7DY8SBhBE6biSQgU4keJuOQ?iVkUGUXGMfOfkz66G6 -1-0-0 8-0� 158-0 23-0-0 30-9-13 38-7-10 46-8-15 1E-0 8-0-4 7-5-12 7�-0 7-9-13 7-9-13 8-1-5 5x6 = ,-; Scale = 1:82.7 1`9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Vd PLATES \_� GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) 0.10 Q -T >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.46 Vert(CT) -0.34 Q -T >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.05 L n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH Weight: 224 Ib FT = 20% LU1MBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins, BOT CHORD 2X4 DF No.1 &BV G except end verticals, and 2-070 oc purlins (5-7-10 max.): E -I. WEBS 2X4 DF No. 1&Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. I-J,C-Q,E-N,F-L,G-K: 2X4 DF Stud/Std G WEBS 1 Row at midpt C -P, E -P, G -J MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) J=391 /Mechanical, B=1189/0-5-8, L=2258/0-5-8 Max Horz B=225(LC 26) Max Uplift J=230(LC 4), B=-204(LC 27), L=-437(LC 9) Max Grav J=444(LC 19), B=1189(LC 1), L=2258(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1921/288, C -D=-1202/207, D -E=-1197/233, E -F=-1117/162, F -G=343/311 BOT CHORD B -Q=-307/1643, P -Q=-307/1643, N -P=-196/1084, L -N=-949/143, K -L=-922/139, J -K=-294/343 WEBS C-0=0/333, C -P=775/272, D -P=-44/598, E -N=-870/226, F -N=301/2301, F -L=-2090/526, F -K=-333/1285, G -K=-414/257, G -J=-336/316 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) J=230, B=204, L=437. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 Ib down and 78 Ib up at 33-114, 79 Ib down and 78 Ib up at 35-114, 79 Ib down and 78 Ib up at 37-114, 79 Ib down and 78 Ib up at 39-11-4, 79 Ib down and 78 Ib up at 41-11-4, and 79 Ib down and 78 Ib up at 43-11-4, and 85 Ib down and 82 Ib up at 45-114 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 Q,pFESSIO/v4, �ONIO FAL r° C 76428 * EXP. 12131/2018 OFC June 15,2017 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters show, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall MOEr building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DS"9 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hal hts, CA 95610 Job Truss Truss Type Qty Ply Airehart Systems Plus Lumber Co, Anderson, CA R50845091 LOAD CASE(S) Standard CO2 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) 1 Vert: A -D=-60, D -E=-60, E-1=-60, J -R=-20 Concentrated Loads (lb) Vert: AA= -20 Job Truss Truss Type Qty Ply Airehart R50845091 0617002 CO2 Roof Special 1 1 Job Reference (optional) t3.11U S Apr 13 zU1 7 MI I eK Inaustnes, mc. I nu Jun 10 Uf:1z:1 b 2U1 / Nage z ID:zXt38QyaOuzmkJubKFH1 FzzAh?f-n7DY8SBhBE6biSQgU4keJuOQ?iVkUGUXGMfOfkz66G6 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall �pp�• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y� iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type Qty Ply Aire art DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1!15 R50845092 0617002 CO3 Roof Special 1 1 BC 0.45 Vert(CT) -0.32 S -V >999 180 BCLL 0.0 Rep Stress Incr YES Job Reference optional Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:16 2017 Page 1 ID:zXt38QyaOuzmkJubKFHIFzzAh?f-FJnwLoCJyYERKc?s2oFtr6xb85rADmAgV00yBAz66G5 15.6-0 21-0-0 25-10-10 30-9 38-7.6 46-8-15 7-5-12 5-0-0 4-10-10 4-10-10 7-10-1 8-1-10 Scale = 1:82.7 5x6 = S R . P — 0 ry M rkc L Ar K 4x6 _ 2x4 II 4x8 = 3x6 = 2x4 II 4x8 = 4x6 = 3x6 = 2x4 11 3x5 = N ur Plate Offsets (X,Y)— [E:0-2-12,0-2-0] LOADING (pso SPACING- 2_0-b CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1!15 TC 0.64 Vert(LL) 0.10 S -V >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1115 BC 0.45 Vert(CT) -0.32 S -V >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.06 K n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH Weight: 242 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 44-6 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G except end verticals, and 2-0-0 oc purlins (6-0-0 max.): E -J. WEBS 2X4 DF Stud/Std G `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: C-R,D-R,E-R,I-M,I-K: 2X4 DF No.1&Btr G 6-0-0 oc bracing: O-P,M-O. WEBS 1 Row at midpt C-R, F -M, I -M, I -K MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) K=296/Mechanical; B=1146/0-5-8, M=2383/0-5-8 Max Horz B=254(LC 7) Max Uplift K=200(LC 4), B=-197(LC 27), M=432(LC 9) Max Grav K=366(LC 20), B=1146(LC 1), M=2383(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1831/272, C -D=-1102/192, D -E=-1064/223, E -F=947/155, F -G=174/1041, G -I=-174/1041 BOT CHORD B -S=-296/1563, R -S=-296/1563, P -R=-180/925, L -M=-257/233, K -L=-257/233 WEBS C -S=0/340, C -R=-782/273, D -R=-43/553, E -P=-703/160, F -P=146/1152, F -M=-1650/243, G -M=-388/194, I -M=-1293/273, I -L=0/352, I -K=-207/288 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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. FESSIO 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. QF,o tv4, 5) ' This truss has been designed for a live load of 20.0psfon the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide �O ��ON IO y Fiy 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. tv= 7) Refer to girder(s) for truss to truss connections. J UO C 76428 m 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) Of p K=200, B=197, M=432. EXP. 12/31/2018 T 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 Ib down and 70 Ib up at 33-11-4, 71 Ib down and 70 Ib up at 35-11-4, 71 Ib down and 70 Ib up at 37-11-4, 71 Ib down and 70 Ib up at 39-11-4, 71 Ib down CIV11- and 70 lb up t 41-11-4, and 71 lb down and 70 lb up at 43-11-4, and 74 design/select on of such connection device(s) is the responsibility of othersb down and 73 Ib up at 45-11 4 on top chord. The OFCA 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473re, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Y Qty Ply Airehart R50845092 0617002 CO3 Roof Special 1 1 Job Reference optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:16 2017 Page 2 ' ID:z.Xt38QyaOuzmkJubKFHI FzzAh?f-FJnwLoCJyYERKc?s2oFtr6xb85rADmAgV00yBAz66G5 LOAD CASE(S) , Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo q Vert: A -D=-60, D -E=-60, E -J=-60, K -T=-20 Concentrated Loads (lb) Vert: AC= -7 _ f V ,, - 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7073 rev. 1010312015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIM11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Airehart 5x6 = 4x8 = 3x6 = 2x4 II 4x6 = 6.00 12 F G H I K L R50845093 0617002 C04 Roof Special 1 1 D ABJ AC AD AE Job Reference (optional) Systems NIUS LUrpber Co, AncterSOn, cA 6.11u s Apr 13 zul t MI IeK InUUStneS, Inc. Inu Jun 15 U7:ZZ:1B Z017 F'age 1 ID:zXt38QyaOuzmkJubKFH1 FzzAh?f-BiuhmUDZU9U9Zw9F9DILwXOx4vURhYSzyKt2F3z66G3 -1-0-0 5-0-0 9-5 8 15$ 0 19-0-0 24-94 30-0 8 35-9-9 41-2 G 46-8 15 1.6-0 5-0-0 4-5 8 6-0.8 3 6 0 5-9-4 5-9.4 5-3-1 5-4-13 5-0-9 Scale = 1:84.1 5x6 11 E 5x6 = 2x4 II 5x6 = 4x8 = 3x6 = 2x4 II 4x6 = 6.00 12 F G H I K L 3x4 I I _ D ABJ AC AD AE - 3x5 b r� C r? �I Q r'r B 4 = 5x1AG AH T S R 6x8 = 1� w +A 3x5 =3X.6 4x10 = = w V P O At N AJ M 4x6 — 4x8 = 3x4 5x6 II 3x5 = 4x8 = 3x4 11 5-0-0 9-5-8 19-0-0 24-9-4 30-0-8 30,99 41-2.6 46$-15 5-0-0 /' 4-5-8 9-01 5-9 4 5-9.4 0-2212 5-0-5 54-13 5b-91' Plate Offsets (X Y)— Y[0:0-6-4,0-4-0)[R:0-2-4,0-1-12],[U:0-6-8,0-3-4)�[W:0-3-8,0-2-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.23 T -U >999 240 MT20 220/195 T,CDL 10.0 Lumber DOL 1.15 BC 0.59 Vert(CT) -0.81 T -U >455 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.10 P n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH Weight: 269 Ib FT = 20% LL+MBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins, BOT CHORD 2X4 DF No.1 &BV G *Except* except end verticals, and 2-0-0 oc purlins (6-0-0 max.): F -L. D-V,H-P: 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 3-1-3 oc bracing. WEBS 2X4 DF Stud/Std G 'Except* WEBS 1 Row at midpt F -R, I -Q E-U,I-N,L-N: 2X4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) M=533/Mechanical, B=1115/0-5-8, P=2666/0-5-8 Max Horz B=288(LC 7) Max Uplift M=-290(LC 4), B=-190(LC 27), P=-569(LC 9) Max Grav M=626(LC 20), B=1115(LC 1), P=2666(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=1892/267, C -D=-2583/422, D -E=-2671/559, E -F=-1452/207, F -G=-312/88, G -H=-312/88, H -I=-252/1569, I -K=-318/252, K -L=-318/252, L -M=-577/322 BOT CHORD B -W=327/1641, D -U=-360/228, T -U=-202/1073, R -T=-232/1269, Q -R=1569/283, P -Q=-2622/595, 1-1-0=1600/363, N-0=394/230 WEBS C -W=-649/195, U -W=-335/1777, C -U=-111/626, E -U=420/1694, E -T=-49/506, .F -T=-257/148, F -R=-1253/163, G -R=-372/187, H -R=-337/2195, 0-01=408/248, I -Q=-1775/362, 1-0=-30/321, I -N=-105/581, K -N=-569/321, L -N=-308/458 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) M=290, B=190, P=569. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 Ib down and 84 Ib up at 33-11-4,109 Ib down and 84 Ib up at 35-11-4, 109 Ib down and 84 Ib up at 37-11-4,109 Ib down and 84 Ib up at 39-11-4, 109 Ib down and 84 Ib up at 41-11-4, and 109 Ib down and 84 Ib up at 43-11-4, and 113 Ib down and 83 Ib up at 45-11-4 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 Cc Q�_OFEsslo/v " ONIO 76428 � O * i'0 .113112018 AV OF� I.— 4 C. 01117 ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing �y�iT�i 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 ANSIrnoll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his. CA 95610 Systems Plus Lurpber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:18 2017 Page 2 ID:zXt380yaOuzmkJubKFH1 FzzAh?f-BiuhmUDZU9U9Zw9F9DILwXOx4vURhYSzyKt2F3z66G3 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -E=-60, E -F=-60, F -L=60, V -X=-20, Q -U=-20, M -P=-20 Concentrated Loads (lb) Vert: 1=-69 AA= -69 AB= -69 AC= -69 AD= -69 AE= -69 AF= -80 t Job _ Truss Truss Type Qty Ply' Airehart 850845093 0617002 C04 Roof Special 1 1 ' Job Reference (optional) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Y[G� a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVIiTe 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 ' ANSlrrPlt Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate, Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ' Citrus Heights, CA 95610 Systems Plus Lurpber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:18 2017 Page 2 ID:zXt380yaOuzmkJubKFH1 FzzAh?f-BiuhmUDZU9U9Zw9F9DILwXOx4vURhYSzyKt2F3z66G3 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -E=-60, E -F=-60, F -L=60, V -X=-20, Q -U=-20, M -P=-20 Concentrated Loads (lb) Vert: 1=-69 AA= -69 AB= -69 AC= -69 AD= -69 AE= -69 AF= -80 t Job _ Truss Truss Type Qty Ply' Airehart 850845093 0617002 C04 Roof Special 1 1 ' Job Reference (optional) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Y[G� a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVIiTe 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 ' ANSlrrPlt Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate, Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ' Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Airehart 5-0-0 7-6-8 6-9-416-9-4 0-2---1216-8-121 " 7-0-3 2-2-12 - t+ Plate Offsets (X,Y)— [1:0-3-0,0-2-0),[0:0-2-12,0-2-4 ,[U:0-3-8,0-2-01 R50845094 0617002 C05 Roof Special 1 1 PLATES GRIP TCLL ' 20.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.12 R -S >999 240 Job Reference o liana/ Syste,ins Plus Lumber Co, Anderson, CA 6.110 S Apr 13 2017 MI I eK Industnes, Inc. I hu Jun 1b U7:ZZ:19 ZU1 / Nage 1 ID:zXt38QyaOuzmkJubKFHIFzzAh?f-fuS3_gECETcOB4kRjwpaTkZ83JnjQ1r7B—dcoVz66G2 -180 50.0 9-58 156.0 i7-0.0 23-9-4 30b8 33-0-0 39-B•12 46.8.15 i 180 50.0 4 -SB 6.0.8 180 6-9-4 69-4 2-58 6.8.12 7-0.3 5x6 = E 5x6 = 3x5 = 30 II 5x6 = ' Scale = 1:84.0 U T N M L 4x6 4x8 = 3x4 II 3x4 = 4x8 = 2.4 II 4x6 = ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev. 1 070372 01 5 BEFORE USE. R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an inividual buildingcomponent, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M I I4 �r 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 ANSUTPl1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts. CA 95610 33-0-0 /'!A+ X5$0 i 9-S@ 17-0-0 23_9-4 311.&R 3. 4 39-@.12 X �4-5-8 46��1.5' 5-0-0 7-6-8 6-9-416-9-4 0-2---1216-8-121 " 7-0-3 2-2-12 - t+ Plate Offsets (X,Y)— [1:0-3-0,0-2-0),[0:0-2-12,0-2-4 ,[U:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defi Ud PLATES GRIP TCLL ' 20.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.12 R -S >999 240 MT20 220/195 TEDL 10.0 Lumber DOL 1.15 BC 0.78 Vert(CT) -0.45 R -S >818 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 HOrz(CT) 0.13 N n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -MSH Weight: 252 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins, except BOT CHORD 2X4 OF No.t&Btr G *Except* 2-0-0 oc purlins (6-0-0 max.): F -I. D-T,H-N: 2X4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 3-2-2 oc bracing. WEBS 2X4 OF Stud/Std G 'Except WEBS 1 Row at midpt D -R, F -P, G-0 D-R,F-P,G-0,J-M: 2X4 OF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 1 Installation guide. REACTIONS. (Ib/size) K=220/Mechanical, B=1099/0-5-8, N=2511/0-5-8 Max Horz B=166(LC 8) Max Uplift K=-118(LC 9), B=-188(LC 8), N=-332(LC 9) Max Grav K=325(LC 20), B=1099(LC 1), N=2511(LC 1) r FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1856/263, C -D=-2635/426, D -E=-1165/198, E -F=-1244/239, F -G=-376/218, G -H=79/1291, H -I=-78/1296, I -J=-85/771, J -K=301/255 BOT CHORD B -U=308/1609, D -S=86/858, R -S=-382/2360, P -R=80/1120, O -P=58/376, N-0=2497/328, H-0=306/157 WEBS C -U=-677/199, S -U=-328/1748, C -S=-60/702, D -R=-1489/389, E -R=-143/799, F -R=-286/222, F -P=-988/166, G -P= -9f740, G -O=-2006/246, M -O=-780/223, I -O=-1574/247, I -M=-161/925, J -M=-718/246, J -L=0/313 • NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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 water FESSIO /V4 prevent ponding. 4) This truss has been designed for 10.0 bottom live load live loads. Q�0 a psf chord nonconcurrent with any other �Q ��ON IO 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide fit between bottom BCDL = will the chord and any other members, with 10.Opsf. [V 2 6) A plate rating reduction of 20% has been applied for the green lumber members. J Q C 76428 z 7) Refer to girder(s) for truss to truss connections. = 0 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) EXP. 12/31/2018 K=118, B=188, N=332. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �'17 TFOF CALF June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev. 1 070372 01 5 BEFORE USE. R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an inividual buildingcomponent, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M I I4 �r 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 ANSUTPl1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts. CA 95610 Job Truss Truss Type Qty Ply Airehart LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, E -G: 2X6 DF SS G R50845095 0617002 C06 Hip 1 1 1 Row at midpt G -N E-O,G-O: 2X4 DF No. 1&Btr G 4-2-0 oc bracing: M -N WEBS 1 Row at midpt D -Q, E-0 Job Reference optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:20 2017 Page 1 ID:zXt38QyaOuzmkJubKFHIFzzAh?f-74ORBAFq?nktpDJdHeKp?y5Myj729VrGQeM9Kyz66G1 -1-0-0, 5-0-0 9-5-8 16-0-0 23-3-4 30-6.8 3136-1-13 41-3-11 46-8-15 16-0 5-0-0 4-5-8 6-0-0 7-3-0 7-3� 0-5$ 5-1-13 5-1-13 5-54 6x6 = 2x4 II 8x14 M18SHS = Scale = 1:82.5 46 = 4x8 = 3x4 II ' 3x4 = 4x8 = 2x4 II 4x6 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.33 BC 0.77 WB 0.78 Matrix -MSH DEFL. in Vert(LL) -0.12 Vert(CT) -0.41 Horz(CT) 0.12 (loc)`✓I/deft Ud R >999 240 Q -R >900 180 M n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 260 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, E -G: 2X6 DF SS G except BOT CHORD 2X4 DF No.1 &Btr G 'Except 2-0-0 oc purlins (6-0-0 max.): E -G. D -S: 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 5-11-14 oc bracing. Except: WEBS 2X4 DF Stud/Std G 'Except 1 Row at midpt G -N E-O,G-O: 2X4 DF No. 1&Btr G 4-2-0 oc bracing: M -N WEBS 1 Row at midpt D -Q, E-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) J=188/Mechanical, B=1096/0-5-8, M=2546/0-5-8 Max Horz B=170(LC 8) Max Uplift J=-153(LC 9), B=-190(LC 8), M=-141(LC 5) Max Grav J=312(LC 20), B=1115(LC 19), M=2546(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1891/266, C -D=-2702/440, D -E=-1280/209, E -F=-431/231, F -G=-430/231, G -H=-109/1350, H -I=-104/662, I -J=-343/402 BOT CHORD B -T=-315/1640, D -R=-94/864, Q -R=-406/2426, O -Q=116/1045, N -O=-1198/246, M -N=-2498/169, G -N=-2123/276, K -L=-331/253, J -K=-331/253 WEBS C -T=-689/202, R -T=-336/1775, C -R=-95/733, D -Q=-1474/405, E-0=-60/674, E-0=-834/181, F -O=-525/259, G -O=-273/1963, H -L=-9/523, I -L=-513/164, L -N=-596/165, H -N=-867/219 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; FESSIQ MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate QFtO A/q� grip DOL=1.33 Q ONjO 1 cc41 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. tv= 5) The Fabrication Tolerance at joint G = 0% _Z C 76428 �Z 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. tr 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 EXP. 1 3112018 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) Refer to girder(s) for truss to truss connections. j V111- 10) IS10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) 9T J=153, B=190, M=141. FOFCALW 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 15,2017 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 ray. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrnoll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite 109 Citrus Hei hls. CA 95610 Job Truss Truss Type Qty Ply Arehart [U:0-4-0 0-2-0],[X:O4-4 0-4-0] [Z:0-3-8,0.2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in R50845096 0617002 C07 HIP 1 1 U -W >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.i'5� BC 02 Vert(CT) -0.69 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:21 2017 Page 1 ID:7Xt38QyaOuzmkJubKFH t FzzAh?f-bHapP WGSm4skQNtgrLr2Y9e W06U3uvKQfl6jsOz66GO rt -6-01 5-0.0 9-5-8 13-8-12 18-0.0 21-0O 0 23-60 , ILL10 , 29- .0 30='6-8, 3510-3 41-1-13 46-8.15 1-604-34 4-3.4 3.0.0 2-60 2-6.0 3.40 1-6.8 5311 5311 57-2 Scale = 1:84.0 = 6.00 1 6x6 2 2x4 II 2x4 II 8x8 = 4x6 Z Y _ 4x6 = 4x6 = Q P 0 4x6 = 4x6 __ 4x8 = 3x4 II 3x4 II 48 = 2x4 II 46 44 = 5-0-0 4-5-8 8-6-8 30-0 ' 2-6-0 ' 2-6-0 ' 3-0-0 '1-6-8 �,' —5.0.15 5-3-11�5-7-2 ' -� 0-2-12—.-J `�!, Plate Offsets (X,Y)— [G:0-3-00.2-7L[J:0-4-0 0-1-15] [R:0-6-4 0-4-8]�Fr:0-5-4 0-3-41 [U:0-4-0 0-2-0],[X:O4-4 0-4-0] [Z:0-3-8,0.2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1115 TC 0:44 Vert(LL) -0.21 U -W >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.i'5� BC 02 Vert(CT) -0.69 W -X >531 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.19 N n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH Weight: 314 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G 'Except` TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, except G -J: 2X6 DF SS G 2-0-0 oc purlins (6-0-0 max.): G -J. BOT CHORD 2X4 DF No. t&Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: D -Y: 2X4 DF Stud/Std G, V-X,T-U,R-V: 2X6 DF SS G 4-8-9 oc bracing: Q -R WEBS 2X4 DF Stud/Std G 'Except* 6-0-0 oc bracing: P -Q. X -Z: 2X4 DF No.1 &Btr G WEBS 1 Row at midpt J -S MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) N=659/Mechanical, B=1375/0-5-8, Q=1996/0-5-8 Max Horz B=188(LC 8) Max Uplift N=-109(LC 9), B=-173(LC 8), Q=-14(LC 9) Max Grav N=662(LC 20), B=1388(LC 19), Q=1996(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 6-C=-2494/233, C -D=-3697/367, D -F=-3688/450, F -G=-1796/122, G -H=-1147/65, H -I=-1150/63, I -J=1159/65, J -K=-430/75, L -M=-599/131, M -N=-1064/178 BOT CHORD B -Z=-305/2181, W -X=-117/2125, U -W=0/1523, T -U=0/1150, S -T=0/429, R -S=-3/299, Q -R=-1951/40, K -R=-1195/1, O -P=-90/892, N -O=-90/892 WEBS C -Z=-931/194, X -Z=-323/2343, C -X=-28/1076, F -X=-302/1668, F -W=-885/284, G -W=-151/1300, J -S=-1454/0, K -S=0!772, P -R=0/535, L -R=-455/262, M -P=-483/176, I -T=-945/35, G -U=-1011/225, J -T=-21/2094 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--l15mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; FESSIp MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate QFlO A14Z grip DOL=1.33 �O �(ONIO 3) 200.01b AC unit load placed on the top chord, 23-6-0 from left end, supported at two points, 4-0-0 apart. Q F Ci 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. J C 76428 _z x 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 Q: will fit between the bottom chord and any other members, with BCDL = 10.0psf. ary EXP. 1 13112018 m 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) Q except Qt --1b) SJ CIV 0- N=109, B=173. 9T 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. FOF CAI. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111,1II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members oity. 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 M V 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Aireharl LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G `Except* TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins, G -H: 2X6 DF SS G R50845097 0617002 C08 HIP 1 1 1 Row at midpt D -U, F -S V-X,G-S,H-R: 2X4 DF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing OTHERS 2X4 DF StudiStd G be installed during truss erection, in accordance with Stabilizer Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:23 2017 Page 1 I D:zXt38Qya0uzmkJubKFH t FzzAh?f-YfiapBHili6Sgh 1 CymtWdajrgw6lMspi6cbpxHz66G_ -11i-0 5-0-0 9-5- 14-8-12 20-0-0 27-0-0 30.6-8 35-10-3 41-1-13 46.8-15 1-0-0 5-0-0 4-5� 5-3� 5-3-0 7-0-0 3�-8 5-3-11 5-3-11 5-7-2 5x6 = 6.00 12 5x8 = Scale = 1:81.2 4x10 = w 3x4 I I 3x4 II 4x10 = 2x4 11 LOADING (psf) TCLL 20.0 TGDL . 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.48 BC 0.99 WB 0.77 Matrix -MSH DEFL. in Vert(LL) -0.37 Vert(CT) -1.23 Horz(CT) 0.32 (loc) I/deft Ud S -U >985 240 S -U >300 180 M n/a n/a PLATES GRIP MT20 220/195 Weight: 292 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G `Except* TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins, G -H: 2X6 DF SS G except BOT CHORD 2X4 DF No. 1&Btr G *Except* 2-0-0 oc purlins (6-0-0 max.): G -H. D -W: 2X4 DF Stud/Std G, T-V,R-S,Q-T: 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2X4 DF StudiStd G 'Except* WEBS 1 Row at midpt D -U, F -S V-X,G-S,H-R: 2X4 DF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing OTHERS 2X4 DF StudiStd G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1586/0-5-8, P=1381/0-5-8, M=1062/Mechanical Max Horz B=205(LC 8) Max Uplift 8=-212(LC 8), P=-111(LC 9), M=-63(LC 9) Max Grav B=1591(LC 19), P=1381(LC 1), M=1062(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2935/318, C -D=-4887/592, D -F=-2995/316, F -G=1902/179, G -H=1622/193, H -I=-1812/207, I -K=-1378/206, K -L=1468/161, L -M=-1896/122 . BOT CHORD B -X=-398/2574, D -V=-158/1405, U -V=-553/4322, S -U=-208/2625, R -S=0/1640, Q -R=-9/1174, P -Q=-1330/138, I -Q=-1169/27, N-0=63/1630, M -N=-63/1630 WEBS C -X=-1240/261, V -X=-436/2801, C -V=-155/1745, D -U=-1882/382, F -U=-131/1199, F -S=-1492/348, G -S=-80/511, H -R=-130/360, I -R=0/945, O -Q=-32/1277, K -Q=-268/297, K -O=-263/67. L-0=452/183 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=9lmph; 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 FESSIQ grip DOL=1.33 QUO N44 3) 200.01b AC unit load placed on the top chord, 23-6-0 from left end, supported at two points, 4-0-0 apart. �O ��ON IQ y 4) Provide adequate drainage to prevent water ponding. Gig 5) All plates are 4x6 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. J C 76428 �F 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 o= p will fit between the bottom chord and any other members, with BCDL = 10.Opsf. ecEXP. 12/3112018 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) M except (jt --lb) T B=212, P=111. �TFQFCAI�F 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. June 15,2017 ® WARNING - Verlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall �r building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members ont/. 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 ANSIrfPit Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts. CA 95610 Job Truss Truss Type Qty Ply TCLL 20.0 Plate Grip DOL . TC 0 41 �Airehart R50845098 0617002 C09 HIP 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.60 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s May 6 2017 MiTek Industries, Inc. Thu Jun 15 09:34:48 2017 Page 1 +, ID:zXt380yaOuzmkJubKFH 1 FzzAh?f-olo_IO WScGjpk55gUHhrasU l _z5 WM WpwiMnj_yz62ZL 23-6-0 -1-6-0 i 50.0 $S8 15-8-12 2]�Q�Q�_28-0.0 30.6-8 351¢3 41-1-13 4Ft_$7.;i� 1-6-0 SO -0 4-58 634 S3-0 0.01110 2-rr0 4-rr8 53-11 53-11 57-2 Scale =1:81.3 4x8 _ 6.00 12 2x4 II 3x5 =7x8 � 2x4 II 4K8 = 3x4 II 3x4 II 4x8 = 2x4. II LOADING (psf) SPACING- 2-0-0 CSI. BOT CHORD TCLL 20.0 Plate Grip DOL 1.15 TC 0 41 TCDL 10.0 Lumber DOL 1.15 BC 0;87 BCLL 0.0 Rep Stress Incr YES WB 0.60 BCDL 10.0 Code IBC2015/TP12014 Matrix -MSH LUMBER- TOF'CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G *Except* D -Z: 2X4 DF Stud/Std G, W-Y,U-V,T-W: 2X6 DF SS G WEBS 2X4 DF Stud/Std G *Except* Y-AA,G-V,K-U,F-V,L-U: 2X4 DF No.1&Btr G DEFL. in (loc) I/defl Ud Vert(LL) -0.30 V -X >999 240 Vert(CT) -0.92 V -X >399 180 Horz(CT) 0.23 P n/a n/a BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. (Ib/size) B=1369/0-5-8 (min. 0-1-8), S=1942/0.5-8 (min. 0-2-1), P=669/Mechanical Max Horz B=223(LC 8) Max Uplift B=208(LC 8), S=-132(LC 9), P=-89(LC 9) Max Grav B=1369(LC 19), S=1942(LC 1), P=669(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2448/308, C -D=-3945/598, D -E=-2185/267, E -F=-2056/285, F -G=-1231/156, G -AJ= -1208/195, H -AJ= -1159/232, H -I=-1163/218, I -J=-769/149, J -AK= -833/174, K -AK= -891/138, K -L=-1087/169, M -N=-268/73, N -O=-613/89, O -P=-1078/138 BOT CHORD B -AA= -406/2138, D -Y=-152/1182, X -Y=-587/3495, W -X=-183/1948, V -W=-183/1948, U -V=0/1071, U-AL=45/329, T -AL= -41/332, S -T=-1893/159, L -T=-1716/122, Q -R=-54/904, P -Q=-54/904 WEBS C -AA= -1009/263, Y-AA=442/2328, C -Y=-172/1383, D -X=-1772/434, F -X=-134/1055, R -T=0/467, N -T=-512/271, N -R=-59/251, O -R=-484/180, V -AB= -73/459, F -V=-1401/366, L -U=-40/1359, AB -AC= -283/93, I -AB= -158/600 PLATES GRIP MT20 220/195 Weight: 302 Ib FT = 20% Structural wood sheathing directly applied or 3-3-0 oc purlins, except 2-0-0 oc purlins (5-9-4 max.): H -J. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 9-1-6 oc bracing: V -X 6-0-0 oc bracing: T -U 4-8-6 oc bracing: S -T. 1 Row at midpt D -X, K -U, F -V MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) &ESS/O/V 1) Unbalanced roof live loads have been considered for this design. Q� q(� 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; �ONIO MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate � Q� yFp 2Cti grip DOL=1.33 _ Lu 3) 150.01b AC unit load placed on the top chord, 23-6-0 from left end, supported at two points, 4-0-0 apart. J (o C 76428 z 4) Provide adequate drainage to prevent water ponding. O 5) All plates are 4x6 MT20 unless otherwise indicated. * EXP. 1 31/2018 ti 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. T IVIS 8) A plate rating reduction of 20% has been applied for the green lumber members. OFCA 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 Ib uplift at joint B, 132 Ib uplift at June 15.2n17 joint S and 89 Ib uplift at joint P ® WARNING- Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the piTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrfPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite 109 Citrus Heights CA 95610 Systems Plus Lumber Co, Anderson, CA 8.110 s May 6 2017 MiTek Industries, Inc. Thu Jun 15 09:34:49 2017 Page 2 ID:zXt38QyaOuzmkJubKFHIFzzAh?f-G UMMzkX5NargMFf01 C4631CkMR15z33wOXGXOz62ZK NOTES- (13) 11) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlrrPI 1. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard r 4 Job Trues Truss Type Qty Ply �Airehart r r ®WARNING - Verify design yammerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev. f 0/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building cemponent, not e truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �IliTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, deliver), erection and bracing of trusses and truss systems, see ANSIRPIt Quality Criteria, bS6.89 and BCSI Building Component - 7777 Greenback Lane - Safety Information available from Truss Plate Institute, 218 N. Lee Stre - 850845098 0617002 C09 HIP 1 1 et, Suite 312, Alexandria, VA 22314. ` _ Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s May 6 2017 MiTek Industries, Inc. Thu Jun 15 09:34:49 2017 Page 2 ID:zXt38QyaOuzmkJubKFHIFzzAh?f-G UMMzkX5NargMFf01 C4631CkMR15z33wOXGXOz62ZK NOTES- (13) 11) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlrrPI 1. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard r 4 Job Trues Truss Type Qty Ply �Airehart r r ®WARNING - Verify design yammerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev. f 0/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building cemponent, not e truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �IliTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, deliver), erection and bracing of trusses and truss systems, see ANSIRPIt Quality Criteria, bS6.89 and BCSI Building Component - 7777 Greenback Lane - Safety Information available from Truss Plate Institute, 218 N. Lee Stre et, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Pty Airehart 1.15 TCDL 10.0 Lumber DOL 1.15 850845099 0617002 C10 Piggyback Base 1 1 Code IBC2015ITP12014 Weight: 271 Ib FT = 20% BRACING - Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:26 2017 Page 1 ID:zXt38QyaOuzmkJubKFHIFzzAh?f-yENiSDJbbdUlX8mnduRDFDLPn7DDZC39oapUXbz66Fx 1-6-0 50.0 9-58 14-4-9 19.3-11 231'x0 27-8-5 30.6-8 3510.3 41-1-13 46-8.15 i -61 0 50.0 4S8 4-11-1 4-11-1 , , 4-2-5 42-5 2-10-3 53-11 53.11 57-2 C ql, 0 5x6 = 6.00 12 3x5 = 5x6 = H I Scale = 1:82.8 4x6 4x6 = 4x8 = 3x4 II Y�� 3x4 = 4x8 = 2x4 II LOADING (psf) SPACING- 2-0-0 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 IBC2015ITP12014 LUMBER - DEFL. in TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No. 1&BV G *Except* T -V >999 240, D -W: 2X4 DF Stud/Std G WEBS 2X4 DF Stud/Std G 'Except' T -V >487 180, G-T,H-T,H-S,I-S: 2X4 DF No. 1&Btr G O Nj;: I d CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.31 Vert(LL) -0.22 T -V >999 240, MT20 220/195 BC 0.60 Vert(CT) -0.76 T -V >487 180, WB 0.80 Horz(CT) 0.11 Q n/a n/a Matrix -MSH Weight: 271 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-10 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): G-1. BOT CHORD Rigid ceiling directly applied or 4-3-2 oc bracing. Except: 1 Row at midpt J -R WEBS 1 Row at midpt H -S MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1116/0-5-8, Q=2460/0-5-8, N=253/Mechanical Max Horz B=200(LC 8) Max Uplift B=-199(LC 8), Q=-201(LC 8), N=-142(LC 9) Max Grav B=1128(LC 19), Q=2460(LC 1), N=387(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1924/290, C -D=-2621/465, D -F=-2652/559, F -G=-870/173, G -H=-717/187, H-1=0/316, I -J=-8/383, J -L=-141/1203, L -M=-103/550, M -N=-493/287 BOT CHORD _ B -X=-367/1672, D -V=268/169, T -V=-184/1267, S -T=-29/399, R -S=1022/272, Q -R=-2414/228, J -R=-2139/249, O -P=-228/385, N -O=-228/385 WEBS C -X=-667/216, V -X=-382/1815, C -V=-67/630, F -V=-344/1509, F-7=839/323, H -T= -148/846,H -S= -1166/202,1 -S= -323/31,J -S=-156/1672, P -R=-500/178, L -R=831/224, L -P=-21/516, M -P=526/173 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) B=199, Q=201, N=142. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pFESSIONN", U=C Z0o P�� 0 N 10 C 76428 z ;U O EXP. 1 /31!2018 ^� SIT CIV11- '5TFOF W_ June 15,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall � building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' I is always required for stability and to prevent collapse with possible personal injury. and property damage. For general guidance regarding the �ppiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Crtteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hal his, CA 95610 Job Truss Truss Type Qty -- Ply Airehart 4x8 = �D\ - Iq ' Y NX ID:zXl38QyaOuzmkJubKFH I FzzAh?f-udVTtvLr7EkimSwAIJThKeRlmxyYl AeRGtlabUz66Fv -1--0 5-0-0 ' R50845100 0617002 C11D PIGGYBACK BASE STRUC 1' • 1 4-11-1 4-11-1 .. 4-2-5 4-2-5 - 2-10-3 5-3-11 5-3-11 5-10-3 % 11Job Horz(CT) 0.02 0- n/a n/a r Reference (optional) Systems Plus Lumber Co, Anderson, CA r R 6x8 = S AH q4 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:28 2017 Page 1 3x5, _ 3x6'= 4x8 = �D\ - Iq ' Y NX ID:zXl38QyaOuzmkJubKFH I FzzAh?f-udVTtvLr7EkimSwAIJThKeRlmxyYl AeRGtlabUz66Fv -1--0 5-0-0 9-5-8 14-0-9 19-3-11 23--0 27-8-5 30-G-8 35-10-3 , 41-1-13 47-0-0 1 -O 5-0-0 4-5-8 4-11-1 4-11-1 .. 4-2-5 4-2-5 - 2-10-3 5-3-11 5-3-11 5-10-3 4x6'= Horz(CT) 0.02 0- n/a n/a r Scale = 1:83.2 '• Code IBC2015/TP12014 Matrix -MSH _ 5-0-0 1 95-8 14-4-9 1 19-3-11 2748-5 30-- 36-9-4 38--0 43-M 47=0-0 r 54 = TOP CHORD 2X4 DF No. 1&Blr G TOP CHORD Structural wood sheathing directly e 6.00 12 r + 5x6 = •' ' . WEBS 2X4 DF Stud/Std G 'Except' WEBS 1 Row at midpt H-S • -G-T,H-T,H-S,I-S,P-R: 2X4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing +. 3x5 = + be installed during truss erection, in accordance with Stabilizer G H I REACTIONS. All bearings 9-5-8 except Qt=length) Q=12-5-8, Q=12-5-8, N=0-5-8, P=12-5-8, . 0=0-3-8' (lb) -. Max Horz B=197(LC 36) 4x6 27), 0=-243(LC 30), N=-443(LC 30), Y=413(LC 27), P=-816(LC 30) Max Grav All reactions 250 Ib or less at joint(s) 0 except B=369(LC 40), X=997(LC 3x5 1), X=997(LC 1), Q=1143(LC 1), Q=1143(LC 1), N=492(L-- 25), Y=548(LC 40), , J + + FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 3x6 i TOP CHORD B -C=-631/652, C -D=-664/709, D -F=-1234/952, F -G=-999/750, G -H=-605/359, l H -I=-363/363, I -J=-549/497, J -L=-696!746, L -M=-369/390, M -N=-877/851 3x5 BOT CHORD B -Y=-526/552, X -Y=-324/321, W -X=-967/638, D -W=-981/765, V -W=-258/377, T-V=417f773, S -T=-392!723, R -S=-214/417, Q -R=-1069/287, J -R=-1020/356, P -Q=-566/615, F t WEBS 'C -Y=-354/394, W -Y=-261/293, C -W=-401/472, D -V=-640/968, F -V=-370/351, F -T=-320/402, .. 3x6 • M -P=-324/209 r . ' 4x6 E ,1) Unbalanced roof live loads have been considered for this design. i • 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS left left _� Q� . • L g ^• D 3) Provide adequate drainage to prevent water ponding. O 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. aq EXP. 12/31/2018 3x5 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. ` s + 2x4 O d B`328, X=456, Q=243, N=443, Y413, P=816, B=328.,_ 8) This fruss-has been designed for a total drag load of.35001b. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist .. M i C W B Y R 5x8 = V T AF . •U AG r R 6x8 = S AH q4 +A 3x5, _ 3x6'= 4x8 = �D\ - Iq ' Y NX Vert(LL) -0.14 , S -T >999 240 6x8 TCDL 10.0 4x8 = BC 0.41 0 4x6 = ' . 3x5 = 3x6 ` 11_ 3x4 �l b Rep Stress Incr YES 4x6'= Horz(CT) 0.02 0- n/a n/a r BCDL 10.0 '• Code IBC2015/TP12014 Matrix -MSH _ 5-0-0 1 95-8 14-4-9 1 19-3-11 2748-5 30-- 36-9-4 38--0 43-M 47=0-0 LOADING (pso SPACING- 2-0-0 .CSI. DEFL. in (loc) I/deft' Ud PLATES GRIP TCLL .20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.14 , S -T >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.41 Vert(CT) -0.35 S -T >733 180 BCLL 0.0 Rep Stress Incr YES WB 0:54 Horz(CT) 0.02 0- n/a n/a BCDL 10.0 '• Code IBC2015/TP12014 Matrix -MSH _ Weight: 274 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Blr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2X4 DF No. 1&BU G *Except` 2-0-0 oc purlins (6-0-0 max.): G -l. D -X: 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 5-10-12 oc bracing. . WEBS 2X4 DF Stud/Std G 'Except' WEBS 1 Row at midpt H-S -G-T,H-T,H-S,I-S,P-R: 2X4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing • • be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 9-5-8 except Qt=length) Q=12-5-8, Q=12-5-8, N=0-5-8, P=12-5-8, . 0=0-3-8' (lb) -. Max Horz B=197(LC 36) Max Uplift All uplift 100 Ib or less at joint(s) O except B=-328(LC 29), X=-456(LC 27), 0=-243(LC 30), N=-443(LC 30), Y=413(LC 27), P=-816(LC 30) Max Grav All reactions 250 Ib or less at joint(s) 0 except B=369(LC 40), X=997(LC 1), X=997(LC 1), Q=1143(LC 1), Q=1143(LC 1), N=492(L-- 25), Y=548(LC 40), P=971(LC 39), B=257(LC 1) , + + FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' TOP CHORD B -C=-631/652, C -D=-664/709, D -F=-1234/952, F -G=-999/750, G -H=-605/359, l H -I=-363/363, I -J=-549/497, J -L=-696!746, L -M=-369/390, M -N=-877/851 BOT CHORD B -Y=-526/552, X -Y=-324/321, W -X=-967/638, D -W=-981/765, V -W=-258/377, T-V=417f773, S -T=-392!723, R -S=-214/417, Q -R=-1069/287, J -R=-1020/356, P -Q=-566/615, O -P=-424/499, N-0=712!753 WEBS 'C -Y=-354/394, W -Y=-261/293, C -W=-401/472, D -V=-640/968, F -V=-370/351, F -T=-320/402, .. H -T=-381/495, H -S= -549/464,J -S=-304!713, L -R=-491/594, L -P=-777/776, M -P=-324/209 r . NOTES- ' (10) ,1) Unbalanced roof live loads have been considered for this design. Q��FESSIO/Vgl �O �ONIO yF� G'� • 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS left left _� Q� . • (envelope) gable end zone; cantilever and right exposed ; end vertical and right exposed; Lumber DOL=1.33 plate grip DOL=1 J C 76428,33 z 3) Provide adequate drainage to prevent water ponding. O 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXP. 12/31/2018 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) 0 except (jt 1b) 9T FOF CAI., B`328, X=456, Q=243, N=443, Y413, P=816, B=328.,_ 8) This fruss-has been designed for a total drag load of.35001b. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist 1.- 1 R '3111' drag loads along bottom chord from 0-0-0 to 47-0-0 for 74.5 plf ®WARNING - Verify design parametare and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII--7473 rev. 1 903/2015 BEFORE USE ��' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members Only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the AiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPlt Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 SysleMs Plus Lurgber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:28 2017 Page 2 ID:zXt38QyaOuzmkJubKFHI FzzAh?f-udVTtvLr7EkImSwAIJThKeRlmxyYl AeRGtlabUz66Fv NOTES- (10) ' 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. • 1 f. .r Y t ' Job Truss rPlGSGYBACK Type Qty Ply Airehart 850845100 0617002C11D BASE STRUC 1 1 • Job Reference(optional) ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing B ITeIC• is always required for stabiliy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ' A fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPl1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights CA 95610 SysleMs Plus Lurgber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:28 2017 Page 2 ID:zXt38QyaOuzmkJubKFHI FzzAh?f-udVTtvLr7EkImSwAIJThKeRlmxyYl AeRGtlabUz66Fv NOTES- (10) ' 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. • 1 f. .r Y t ' Job Truss rPlGSGYBACK Type Qty Ply Airehart 850845100 0617002C11D BASE STRUC 1 1 • Job Reference(optional) ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing B ITeIC• is always required for stabiliy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ' A fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPl1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights CA 95610 Job - Truss Truss Type Qty Ply Airehart (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 850645101 0617002 C12 Piggyback Base 4 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.55 Vert(CT) Job Reference L tional Systems Plus Lumber Go, Anderson, GA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:29 2017 Page 1 ID:zXt38QyaOuzmkJubKFH 1 FzzAh?f-Mp3r4FMTuYsbOcVMJ1 _wtrzwDLGfmaCbUX287wz66Fu 1$-0. 14-0-9 19-3-11 23.6-0 27-8-5 30-6 8 34 6 4 36� 42-5-12 47-0-0 Z0 5-0-0 4-5-8 4-11-1 4-11-1 4-2-5 4-2-5 2-10-3 3-11-12 3-11-12 3-11-12 4-04 1b-0 6.00 12 5x6 = MA oI r 3x5 = H 5x6 = LOADING (p60 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.17 W -Y >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.55 Vert(CT) -0.54 W -Y >744 180 B€,LL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.09 Q n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No. 1&Btr G BOT CHORD 2X4 DF No. 1&Btr G *Except* D -Z: 2X4 DF Stud/Std G WEBS 2X4 DF Stud/Std G 'Except' WEBS G-W,H-W,H-V,I-V: 2X4 DF No.1&BtrG REACTIONS. (Ib/size) B=369/0 -5-8,Z=179610-5-8,0=-54/0-5-8,0=1830/0-5-8 Max Horz B=184(LC 8) Max Uplift B=-68(LC 8), Z=-248(LC 8), 0=-125(LC 21), Q=-232(LC 9) Max Grav B=389(LC 19), Z=1796(LC 1), Q=1830(LC 1) PLATES MT20 GRIP 220/195 Scale = 1:84.2 Weight: 283 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins, except 2-0-0 oc purlins (5-9-1 max.): G -I. BOT CHORD Rigid ceiling directly applied or 4-0-10 oc bracing. WEBS 1 Row at midpt F -Y, H -W, H -V 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=-312/142, C -D=-71/379, D -F=0/363, F -G=-1315/169, G -H= -1104/173,.H -I=-1311/245, I -J=-1520/253, J -K=1777/262, K -M=-1345/275, M -N=-1071/220, N-0=21/674 BOT CHORD Y -Z=-1764/270, D -Y=-298/173, W -Y=-40/915, V -W=-3/1285, U -V=0/1545, J -U=-69/387, R -S=-31/902, Q -R=-549/81, O -Q=-549/81 WEBS Y -AA= -91/277, C -Y=-482/136, F -Y=-1694/132, F -W=0/377, G -W=-25/351, H -W=443/131, I -V=-53/478, J -V=-533/189, S -U=0/1297, K -U=0/561, K -S=-840/19, M -S=-3/372, M -R=-641/107, N -R=-124/1613, N -Q=-1705/275 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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, 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 except (jt=lb) Z=248, 0=125, Q=232. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. oQ�pFESSIO&4C O N I0 C 76428 z * i EXP. 1 31/2018 rr OF June 15,2017 ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Airehart (loc) I/defl Ud TCLL 20.0 Plate Grip DOL R50845102 0617002 C13 Piggyback Base 1 1 240 TEDL 10.0 Lumber DOL 1.15 BC 0.55 Vert(CT) Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:31 2017 Page 1 ID:zXt38QyaOuzmkJubKFHIFzzAh?f-JCBbVxNjQ97JdwelQR00yG3Fv8x6EVquyrXECpz66Fs 1 -0, 5-0-0 9-5-8 14-0-9 19-3-11 2_to 27 8-5 30E-8 36-7-14 42-9 4_ 477-0 0� 1$-0r 5-0-0 4-5-8 4-11-1 4-11-1 4-2-5 4-25 2-10-3 6-1$ 6-1.6 4-2-12 Scale = 1:83.2 5x6 = 6.00 1p 3x5 = 5x6 = G u i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.17 T -V >999 240 TEDL 10.0 Lumber DOL 1.15 BC 0.55 Vert(CT) T -V >741 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(CT) _-0.54 0.09 O n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD BOT CHORD 2X4 DF No. 1&Btr G *Except* D -W: 2X4 DF Stud/Std G WEBS 2X4 DF Stud/Std G 'Except BOT CHORD G-T,H-T,H-S,I-S: 2X4 DF No.1&Btr G WEBS REACTIONS. All bearings 0-5-8. (lb) - Max Horz B=197(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s) B except W=-253(LC 8), N=-104(LC 21), 0=-245(LC 9) Max Grav All reactions 250 Ib or less at joint(s) N except B=388(LC 19), W=1803(LC 1), 0=1766(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-309/121, C -D=-78/386, D -F=0/370, F -G=-1321/166, G -H=-1109/171, H -I=-1321/243, I -J=1541/257, J -L=-1831/254, L -M=-1341/232, M -N=-27/493 BOT CHORD V -W=-1771/275, D -V=-298/174, T -V=-50/917, S -T=-21/1293, R -S=0;1561, J -R=-40/326, O -P=-377/55, N -O=-377/55 WEBS V -X=-96/274, C -V=-485/134, F -V=1706/137, F -T=0/381, G -T=-24/353, H -T=449/132, I -S=-66/503, J -S=-549/206, P -R=-59/1156, L -R=-18/493, L -P=-812/139, M -P=-108/1594, M -O=-1624/299 1= -9-0 47-0.0 -1-6 4-2-12 PLATES GRIP MT20 220/195 Weight: 272 Ib FT = 20% Structural wood sheathing directly applied or 4-9-10 oc purlins, except 2-0-0 oc purlins (5-8-12 max.): G -I. Rigid ceiling directly applied or 4-0-8 oc bracing. 1 Row at midpt F -V, H -T, H -S MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. FESSIQ 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; QFl� N MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate �O ��ONIO h F2 grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. tcl 2 tr 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. J C 76428 Z 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 C v will fit between the bottom chord and any other members, with BCDL = 10.Opsf. L EXP. 12/31/2018 6) A plate rating reduction of 20% has been applied for the green lumber members. >k 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except (jt=1b) W=253, N=104, 0=245. J CIVIL 8) Graphical purlin.representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OFC June 15,2017 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ���• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members orly. Additional temporary and permanent bracing MiTek' l.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7 V� Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hell hts. CA 95610 Job Truss Truss Type Qty Pty Airehart 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for 10.0 bottom live load 3x5 = Structural wood sheathing directly applied or 4-11-7 cc purlins, BOT CHORD 2X4 DF No. 1&Btr G *Except except 850845103 0617002 C14 Piggyback Base 1 1 3x6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 1ST CIV11- F Job Reference (optional) Systems PWS Lumber GO, Anflerson, GA U.1 IU S Apr 13 zul / mi I eK Inaustnes, Inc. I nu Jun i* ut:zz:J3 zui t rage 1 ID:zXt380yaOuzmkJubKFHIFzzAh?f-FalMwcP xmNltDo7Ys3slh8cVydTIOOBP90LGhz66Fq -1-6.0 5.0.0 9-58 1a -4-s 1s-3.11 23.6.0 27-8-5 , 3o -6-a , 33.4-0 37 I14 — a26-9 ,a4 -a -o , 1a-7-6 , -(rt 0 5-0-0 4-5-8 4-11-1 4-11-1 42-5 4-2-5 2-10.3 2-9-8 47-4 47-4 1-11-8 2-1-6 5-0-0 4-2-12 0-2-12 9-10-3 Scale = 1:83.3 4x6 J 4x8 K 3x6 L 2x4 II M 4x6 N 3x5 o X 6 P p r4 AO T 5x8 - `i j N W V 4x12 = R Q 3x4 II 4x6 = 3x4 11 4x6 = 4x12 = 3x5 = 8-4-10 ' 2-10-3 J' 2-9-8 4-74 4-7-4 44-6-0 LOADING (psf) TCLL 20.0 TQDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 ' Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code. IBC2015/TP12014 6.00 12 5x6 = 5x6 PLATES GRIP MT20 220/195 Weight: 290 Ib FT = 20% LUMBER- BRACING - 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for 10.0 bottom live load 3x5 = Structural wood sheathing directly applied or 4-11-7 cc purlins, BOT CHORD 2X4 DF No. 1&Btr G *Except except G H I 2-0-0 oc purlins (5-7-12 max.): G -I. WEBS 2X4 DF Stud/Std G 'Except BOT CHORD 3x5 G-Z,H-Z,H-Y,I-Y,K-T: 2X4 DF No.1&Btr G WEBS 1 Row at midpt F -AB, H -Z, H -Y 3x6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 1ST CIV11- F REACTIONS. All bearings 0-5.8 except (jt=length) P=Mechanical 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumter Co. E Max Uplift All uplift 100 Ib or less at joint(s) B, P except AC=-254(LC 8), 30 I Max Grav All reactions 250 Ib or less at joint(s) P except B=389(LC 19), D FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 3x5 I -J=-1576/254, J -K=-1789/283, K -M=-1660/354, M -N=-1665/244, N -O=-38/314 C J -X=-117/365, K -U=-596/45, T -U=-8/1426, R -S=-1552/236, N -S=-1482/262 WEBS AB -AD= -99/275, C-AB=483/131, F -AB= -1728/137, F -Z=0/396, G -Z=-24/370, H -Z=-466/132, 1-Y=-48/509, J -Y=-451/195, K -X=-18/346, M -T=-275/191, N -T=-143/1639, U -X=0/1507 A 6x8 = AK AL AA Z AM AN Y yo1 4x8 = '+ AD LAC 3x6 = 4x8 = 4x6 = 3x5 = 3x4 II 5-0-0 4-2-12 0-2-12 9-10-3 Scale = 1:83.3 4x6 J 4x8 K 3x6 L 2x4 II M 4x6 N 3x5 o X 6 P p r4 AO T 5x8 - `i j N W V 4x12 = R Q 3x4 II 4x6 = 3x4 11 4x6 = 4x12 = 3x5 = 8-4-10 ' 2-10-3 J' 2-9-8 4-74 4-7-4 44-6-0 LOADING (psf) TCLL 20.0 TQDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 ' Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code. IBC2015/TP12014 CSI. TC 0.22 BC 0.56 WB 0.72 Matrix -MSH DEFL. in (loc) I/defi Ud Vert(LL) -0.17 Z -AB >999 240 Vert(CT) -0.54 Z -AB >739 180 Horz(CT) 0.08 R n/a n/a PLATES GRIP MT20 220/195 Weight: 290 Ib FT = 20% LUMBER- BRACING - 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for 10.0 bottom live load TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-11-7 cc purlins, BOT CHORD 2X4 DF No. 1&Btr G *Except except D-AC,K-V,N-R: 2X4 DF Stud/Std G 2-0-0 oc purlins (5-7-12 max.): G -I. WEBS 2X4 DF Stud/Std G 'Except BOT CHORD Rigid ceiling directly applied or 4-0-0 cc bracing. G-Z,H-Z,H-Y,I-Y,K-T: 2X4 DF No.1&Btr G WEBS 1 Row at midpt F -AB, H -Z, H -Y MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 1ST CIV11- Installation guide. REACTIONS. All bearings 0-5.8 except (jt=length) P=Mechanical 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumter Co. (lb) - Max Horz B=261 (LC 8) Max Uplift All uplift 100 Ib or less at joint(s) B, P except AC=-254(LC 8), R=-226(LC 9) Max Grav All reactions 250 Ib or less at joint(s) P except B=389(LC 19), AC=1820(LC 1), R=1569(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-310/118, C -D=-77/382, D -F=0/365, F -G=-1348/168, G -H=-1139/172, H -I=-1365/248, I -J=-1576/254, J -K=-1789/283, K -M=-1660/354, M -N=-1665/244, N -O=-38/314 BOT CHORD AB -AC= -1788/277, D -AB= -298/174, Z -AB= -56/936, Y -Z=-24/1326, X -Y=0/1561, J -X=-117/365, K -U=-596/45, T -U=-8/1426, R -S=-1552/236, N -S=-1482/262 WEBS AB -AD= -99/275, C-AB=483/131, F -AB= -1728/137, F -Z=0/396, G -Z=-24/370, H -Z=-466/132, 1-Y=-48/509, J -Y=-451/195, K -X=-18/346, M -T=-275/191, N -T=-143/1639, U -X=0/1507 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; FESSIQ MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate DOL=1.33 QFIO A14, Fid grip 0 �<ONIO y 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for 10.0 bottom live load a psf chord 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 J Q C 76428 Z will fit between the bottom chord and any other members, with BCDL = 10.0psf. of 6) A plate rating reduction of 20% has been applied for the green lumber members. E 31/2018 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, P except (jt=1b) AC=254, R=226. 1ST CIV11- 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9T FOFCAUF 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumter Co. June 15,2017 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE��' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and! property incorporate this design into the overall p /� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing f y�iT�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 ANSITrPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts. CA 95610 Job Truss Truss Type Qty Ply Aire art a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ' Scale = 1:83.3 5x6 = 6.00 12 5x6 3x5 = R50845104 0617002 C15 Piggyback Base 2 1 E K 3x6 3x4 II L 2x4 II 4 D M Job Reference optional Systgms Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:35 2017 Page 1 ID:zXt38QyaOuzmkJubKFH1FzzAhW-BzQ6LIQETOdl6XyWfH5K66DxMmJ_AlmTtTVSLaz66Fo -1-6-0 50.0 35-8 14-4-9 19-3.11 23.6.0 27.8-5 33-4-0 34-10.0 37-11-4 41.0.6 42-6.6 44.6.0 46.7.6 X1-6-0 5-0.0 45-8 4-11-1 4-11-1 42-5 4-2-5 57-11 1-Fr0 3-1-4 3-1-4 1-11-8 2-1-6 a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ' Scale = 1:83.3 5x6 = 6.00 12 5x6 3x5 = G H I 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 ANSIrrPII Quality Criteria, DSB-89 and BCSI Building Component 3x6 3x5 % 4x6 4x8 F J E K 3x6 3x4 II L 2x4 II 4 D M 3x5 ! 4x6d N 4x6 � 0 3x5 E P 4 B 6x8 = AN AO AD AC AP AQ AB A AR� 4x12 = W 6 f 3x6 = 4x8 = Z Y 4x8 = U O AG AF 3x4 II 3x4 IIS`" R 4x8 F� = 4x6 —_ 3x5 = 3x4 II 4x6 = 5x8 — 3x4 II 4x6 = 8x12 = 6x8 = 3x5 = 42.9.4 i 5-0-0 s-2-12 9_`Te 19-3-11 27-8-5 N, N1-8-12"2_ 333-0 P_ 37-11-4 JA_•8 42$_8 446_ L 11-6-0' 4-2-12 0.2-12 9-10-3 8-4-10 5-7-11 3-14 3-14 1-6_0 1_6 0-2-12 Plate Offsets (X,Y)_- [G:0-30,0-2-01, [1:0-3-0,0-2-01 [T:0-2-12 Edge1. N:0-5-8,Edge), [AA:0-7-4,0-4-01 [AE:0-2-12 Edgel LOADING (psf) SPACING- 2-0-0 CSI.DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.26r Vert(LL)-0.17AC-AE >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.55 Vert(CT)-0.54AC-AE >737 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.09 S n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -MSH Weight: 279 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-10-7 oc purlins, BOT CHORD 2X4 DF No. 1'&Btr G 'Except except D-AF,J-Z,K-Y,N-U,O-S: 2X4 DF Stud/Std G 2-0-0 oc purlins (5-10-7 max.): G -l. WEBS 2X4 DF Stud/Std G 'Except' BOT CHORD Rigid ceiling directly applied or 3-7-4 oc bracing. G-AC,H-AC,H-AB,I-AB,J-AB: 2X4 DF No.1 &Btr G WEBS 1 Row at midpt F -AE, H -AC, H -AB WEDGE MiTek recommends that Stabilizers and required cross bracing Right: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-5-8 except (jt=length) Q=Mechanical. (lb) - Max Horz B=201 (LC 8) Max Uplift All uplift 100 Ib or less at joints) B except AF=-255(LC 8), S=-253(LC 9), 0=-267(LC 1) Max Grav All reactions 250 Ib or less at joint(s) Q except B=391(LC 19), A.==1777(LC 1), S=1939(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-315/118, C -D=-76/372, D -F=0/356, F -G=-1294/164, G -H=-1092/174, H -I=-1278/244, I -J=-15231228, J -K=1728/264, K -M=-1745/322, M -N=1745/245, N-0=415!79, O -P=-121/1449, P -Q=-27/621 BOT CHORD AE -AF= -1745/277, D -AE= -298/174, AC -AE= -57/902, AB -AC= -29/1255, AA-AB=15/1588, W -X=-19/1551, V -W=0/466, N -V=-990/162, S -T=-1948/264, 0-T=-1012/135, Q -R=-512/41 WEBS AE -AG= -99!280, C -AE= -479/131, F -AE= -1667/138, F-AC=0/375, G -AC= -21/345, H-AC=421;130, I-AB=0/404, J -AB= -409/207, N -W=-78/1101, T -V=-1575/211, O -V=-140/1601, R -T=468/34, P -T=769/127, P -R=-0/344, X -AA= -10/1521 NOTES- (10) FESSIO 1) Unbalanced roof live loads have been considered for this design. QUO /V4 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; �O ONIO 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 Gj 3) Provide adequate drainage to prevent water ponding. J C 76428 Z ; 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. fY t7 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 1-0-0 wide E !31/2018 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. (S> c1\10- 8) IV[L8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except Ot=1b) 9T AF=255, S=253, 0=267. FOFCAU 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 1 b,20� 7 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE ■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not �r a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek' 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 ANSIrrPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts. CA 95610 Job Truss Truss Type Qty Ply Airehart 1-8-12 Plate Offsets KY)— `[G:0-3-0,0-2-0][1:0-3-0,0-2-0] [R:0-5-8,Edgj [U:0-6-4 0-4-4], DLO-2-12,EdgA LOADING (psf) 850845105 0617002 C16 Piggyback Base 1 1 TC 0.25 Vert(LL) -0.17 W -Y >999 240 MT20 220/195 TEDL 10.0 Lumber DOL 1.15 BC 0.56 Vert(CT) -0.55 Job Reference optional Systems Plus Luglber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:37 2017 Page 1 ID:zXt38Qya0uzinkJubKFH1FzzAh?f-7MYsm SU??tTLr6vni7oCXll_Z NeCwmKn ZPTz66Fm r1.6.0, 5.0-0 9-5-8 14-4-9 19-3-11 23-&0 27-8-5 33.4-0 37-11-4 42.6.8 44-6-0 46-7 X1$0 5-0.0 45-8 4-11-1 4-11-1 42-5 4-2-5 5.7-11 47-4 47-4 1-11-8 2-1-6 yIf 0 5x6 = 6.00 12 3x5 = 5x6 = G H I 3x5 = Scale = 1:83.3 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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 FESSIQ grip DOL=1.33 Q�0 A119� 3) Provide adequate drainage to prevent water ponding. O ONIO h F�, 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 tyf= will fit between the bottom chord and any other members, with BCDL = 10.Opsf. V C 76428 6) A plate rating reduction of 20% has been applied for the green lumber members. —' tY 0 7) Refer to girder(s) for truss to truss connections. EXP. 12/31/2018 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, 0 except (jt=lb) Z=255, Q=219. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. l C10- 10) �P 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. FOF rAt June 15,2017 ® WARNING - Verhy design parametersend READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Sal, 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. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 44-6-0 1193-tt 27-8-5 333-0 I_3Z1.1�.4 4ZCr_6 42 -4=1_46] 510-04-2-12 0.2-12 9.10-3 8.4-10 5-7-11 4-7-4 4-7-4 0-2-12 Z2 -1E 1-8-12 Plate Offsets KY)— `[G:0-3-0,0-2-0][1:0-3-0,0-2-0] [R:0-5-8,Edgj [U:0-6-4 0-4-4], DLO-2-12,EdgA LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.17 W -Y >999 240 MT20 220/195 TEDL 10.0 Lumber DOL 1.15 BC 0.56 Vert(CT) -0.55 W -Y >730 180 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.09 Q n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix -MSH Weight: 266 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc purlins, except BOT CHORD 2X4 DF No. 1&Btr G `Except* 2-0-0 oc purlins (5-8-4 max.): G-1. D-Z,J-T,M-Q: 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 3-11-13 oc bracing. WEBS 2X4 DF Stud/Std G `Except' WEBS 1 Row at midpt F -Y, H -W, H -V G-W,H-W,H-V,I-V,J-V: 2X4 DF No.1&Btr G 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 except (jt=length) O=Mechanical. (lb) - Max Horz B=2011 (LC 8) Max Uplift All uplift 100 Ib or less at joint(s) B, 0 except Z=-255(LC 8), Q=-219(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 0 except B=382(LC 19), Z=1830(LC 1), Q=1580(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-296/115, C -D=-77/418, D -F=0/401, F -G=-1336/169, G -H=-1127/ 173, H -I=-1362/252, I -J=-1618/237, J -L=-2087/287, L -M=-1643/248, M -N=-11/359 BOT CHORD Y -Z=-1798/277, D -Y=-299/174, W -Y=-56/920, V -W=-24/1316, U -V=-34!1837, J -U=-1/318, Q -R=-1565/227, M -R=-1504/251 WEBS Y -AA= -99/262, C -Y=-497/132, F -Y=-1751/138, F -W=0/402, G -W=-22/352, H -W=-466/131, I -V=0/444, J -V=-612/220, S -U=-72/1376, L -U=-8/474, L -S=-671/112, M -S=-117/1650 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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 FESSIQ grip DOL=1.33 Q�0 A119� 3) Provide adequate drainage to prevent water ponding. O ONIO h F�, 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 tyf= will fit between the bottom chord and any other members, with BCDL = 10.Opsf. V C 76428 6) A plate rating reduction of 20% has been applied for the green lumber members. —' tY 0 7) Refer to girder(s) for truss to truss connections. EXP. 12/31/2018 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, 0 except (jt=lb) Z=255, Q=219. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. l C10- 10) �P 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. FOF rAt June 15,2017 ® WARNING - Verhy design parametersend READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Sal, 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. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type Qty Ply Airehart (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.66 R50845106 0617002 C17 PIGGYBACK BASE 3 1 Vert(CT) -1.15 P -R >485 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc.' Thu Jun 15 07:22:38 2017 Page 1 ID:zXt38QyaOuzmkJubKFH1 FzzAh?f-cY6FzKT6mJ?Kz_h5KQf1 klrMHzDCNh_wzRj6yvz66Fl 1 6-0 6-9-9 13-0-10 19-3 11 23�i 0 27-8-5 33-11-0 40-2-7 46-7.6 1�i-0 6-9-9 6-3-1 6-3-1 4-2-5 4-2-5 6-3-1 6-3-1 6.4-15 Scale = 1:83.3 5x6 = 6.005-2 3x5 = 5x6 = Plate Offsets (X.Y)— [F:0-3-8 0-2 4]�[H:0 3-12 0-2 4]�[L:0 0-0,0-2-4]�[N:0-1-12,0-1-8],[P:0-1-12,0-1-12] \ \ 1 LOADING (psf) SPACING- 2-0-0 CSI. . DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) , -0.63 P -R >890 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.97 Vert(CT) -1.15 P -R >485 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.25 L n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix -MSH Weight: 265 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins, except BOT CHORD 2X4 DF No.1 &Btr G 'Except 2-0-0 oc purlins (4-0-10 max.): F -H. N -P: 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2X4 DF Stud/Std G 'Except` 2-2-0 oc bracing: M -N. E-P,F-P,H-N,I-N,S-T: 2X4 DF No.t&Btr G WEBS 1 Row at midpt E -P, I -N OTHERS 2X4 DF Stud/Std G JOINTS 1 Brace at Jt(s): S, T WEDGE MiTek recommends that Stabilizers and required cross bracing Right: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size)` B=2055/0-5-8, Li1964/Mechanical Max Horzz B=201(LC 8) Max Uplift B=-169(LC 8), L=-128(LC 9) Max Grav B=2055(LC 1), L=1972(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3914/239, C -E=-3685/208, E -F=-2928/87, F -G=-2498/172, G -H=-2482/169, H -I= -2924/85,1-K=-3554/203, K -L=-3755/234 BOT CHORD B -R=-301/3447, P -R=-113/3001, N -P=0/2546, M -N=0/2951, L -M=-128/3274 WEBS C -R=-376/222, E -R=-79/571, E -P=-763/315, P -S=-77/837, F -S=0/1004, N -T=-76/825, H -T=0/1004, I -N=-705/314, I -M=-77/460, K -M=-286/220, S -T=-5/268, G -S=519/66, G -T=-535/64 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--l15mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Q�pFESSIONq,, 3) 200.01b AC unit load placed on the top chord, 23-6-0 from left end, supported at two points, 4-0-0 apart. O ��ONIO y F� 4) Provide adequate drainage to prevent water ponding. _�� Q F ,� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. tU 2 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 J C 76428 Z will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. EXP. 12/3112018 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Ot=1b) B=169, L=128. J 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. OF \F 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. CAL June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not, a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek' 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 ANSlrrPlt Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights CA 95610 Job • Truss Truss Type Qty Ply Airehart TQDL 10.0 Lumber DOL 1A5 BCLL 0.0 Rep Stress Incr R50845107 0617002 C18 Hip 1 1 LILMBER- l TOP CHORD 2X4 OF No.1 &Btr G Job Reference optional Systems Pllls Lumaer GO, Anaerson, GA . " 6.110 s Apr 13 Z01 7 MI l ek Industries, Inc. Thu Jun 15 07:22:39 2017 Page 1 wID:zXt38QyaOuzmkJubKFH1FzzAh?f4kgdAgUkXc7Bb8GHu7AGHyOYINeb68L3n5TgULz66Fk 1 6 0 7 8-5 14-10-3 22-M 25-0-0 32-1-13 393-11 46-7-0 '1F-0� 7-8-5- 7-1-13 - 7-1-13 3-0-0 7-1-13 7-1-13 7-3-11 Scale = 1:83.3 •�6x6 = ' 6.00 12 5x6 = E F Q Pt, .11— N M K J = 5x6 = q� _ . 2x4 II 3x5 = 4x8 3x5 = "4x8 = 3x5 = 2x4 II - 3x6 = LOADING (psf) SPACING- 2-0-0 TCLL 420.0 Plate Grip DOL . 1.15 TQDL 10.0 Lumber DOL 1A5 BCLL 0.0 Rep Stress Incr YES BCDL 16.0 Code 1BC2015rrPI2014 y 1 LILMBER- l TOP CHORD 2X4 OF No.1 &Btr G BOT CHORD 2X4 OF No. 1&BV G WEBS 2X4 OF No. 1&BV G *Except* C-Q,H-J: 2x4 DF Stud/Std G WEDGE + Right: 2x4 SP No.3 22-M CSI. I DEFL. in (loc) I/deft Ud TC 0.61 Vert(LL) -0.22 N -P >999 240 BC 0.70 Vert(CT) -0.67 N -P >832 180 WB 6{61 Horz(CT) 0.25 I n/a n/a BRACING - i TOPCHORD BOTCHORD WEBS REACTIONS. (Ib/size) B=1956/0-5-8, 1=1863/Mechanical Max Horz B=223(LC 8) Max Uplift B=-289(LC 8), 1=-251(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD ' B -C=-3622/473, C -D=-2967/410, D -E=-2326/356, E -F=-1981/364, F -G=-2323/354, G -H=-2931/405, H -I=-3467/457 BOT CHORD B -Q=-523/3162, P -Q=-523/3162, N -P=-317/2563, M -N=-115/1985, K -M=-123/2537, J -K=317/3004, I -J=317/3004 WEBS C -Q=0/308, C -P=-682/235, D -P=-20/536, D -N=843/293, E -N=-157058, F -M=106!731, G -M=-814/290, G -K=-15/494, H -K=-550/221, H -J=0/250 PLATES GRIP MT20 220/195 Weight: 258 Ib FT = 20% Structural wood sheathing directly applied or 2-9-12 oc purlins, except 2-0-0 oc purlins (4-7-14 max.): E -F. Rigid ceiling directly applied or 9-0-15 oc bracing. 1 Row at midpt D -N, E -M, G -M MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25W 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. I 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 = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) B=289,1=251. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Ii June 15,2017 ®WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ray. 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I VY is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �pp)le'k> fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlr PI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus H!9 hts. CA 95610 Job Truss Truss Type Qty Ply Airehart I/deft Vd TCLL 20.0 Plate Grip DOL 1.15 TC f0.72 R50845108 0617002 C19 Hip 1 1 Lumber DOL 1)5� Rep Stress Incr YES BC `0.73 WB 0�45a Vert(CT) Horz(CT) -0.68 0.25 O -P K >817 n/a� Job Reference (optional) Systems Plus Lurgber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:40 2017 Page 1 ID:zXt38QyaOuzmkJubKFH 1 FzzAh?f-YxE?O?UN IwF2CIgTSghVpAwhsnzQre5D01CDOnz66Fj 7-0-5 13.6-3 20-0.0 27-0-0 33-5-13 39-11-11 46-7�i 1 6 0 7-0-5 6-5-13 6-5-13 7-0-0 6-5-13 6-5-13 6-7-11 Scale = 1:82.6 &6'_ 5x6 = 6.00 12 S R - P 0 M L 4x6 -_ 2x4 II 3x5 = 4x6 = 4x8 = 3x5 = 2x4 II 5x6 = 3x5 = 4x6 = LOADING (psf) SPACING- 20`0 CSI. DEFL. in floc) I/deft Vd TCLL 20.0 Plate Grip DOL 1.15 TC f0.72 Vert(LL) -0.23 O -P >999 240 T£DL 10.0 BCLL 0.0 Lumber DOL 1)5� Rep Stress Incr YES BC `0.73 WB 0�45a Vert(CT) Horz(CT) -0.68 0.25 O -P K >817 n/a� 180 n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No.1&BtrG BOT CHORD 2X4 DF No.1&BtrG WEBS 2X4 DF No. 1&Btr G `Except* C-S,E-R,H-M,J-L:2X4 DF Stud/Std G WEDGE Right: 2x4 SP No.3 REACTIONS. (Ib/size) B=1956/0-5-8, K=1863/Mechanical Max Horz B=206(LC 8) Max Uplift B=-274(LC 8), K=-235(LC 9) PLATES MT20 GRIP 220/195 Weight: 249 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins, except a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall 2-0-0 oc purlins (3-5-4 max.): F -G. BOT CHORD Rigid ceiling directly applied or 9-5-9 oc bracing. WEBS 1 Row at mid pt E -P, F-0, H -O is always required for stability and to prevent collapse wpossible personal injury and property damage. For general guidance regarding the MiTek recommends that Stabilizers and required cross bracing M 1 Vith 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=3653/443, C -E=-3067/390, E -F=-2499/337, F -G=-2143/343, G -H=-2488/335, H -J=-3021/385, J -K=-3478/427 BOT CHORD B -S=-486/3196, R -S=-486/3196, P -R=-304/2666, O -P=-119/2154, M -O=-128/2631, . L -M=298/3017, K -L=-298/3017 WEBS C -S=0/281, C -R=-610/207, E -R=-22/468, E -P=-740/270, F -P=-115/775, G -O=-51!721, H -O=-709/267, H -M=-17/423, J -M=-462/193 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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 designedfor 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connecticn (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) B=274, K=235. 9) Graphical purlin representation does not depict the size or the orientation' of the purlin along the top and/or bottom chord. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�OFESSIO/V =��O P��0NI0 yF'A4 c2 C 76428 z * E R1 /31/2018 OF June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek- connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing _ 6 Ai4�1.Il' is always required for stability and to prevent collapse wpossible personal injury and property damage. For general guidance regarding the M 1 Vith fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 0- -- Job Truss Truss Type Qty Ply Airehart \ 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in R50845109 0617002 C20 Hip 1 1 L -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.74 Vert(CT) -0.80 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:41 2017 Page 1 ID:zXt380yaOuzmkJubKFHIFzzAh?f-07nNbLV?3ENugSPgOYCkMNTvOAJTa8pMFPymZEz66Fi •1-0-0 6-4-5 12-2-3 18-" 23-0-0 29.0-0 34-9-13 40-7-11 46-7-G 1�-0 6-0-5 5-9-13 5-9-13 5.6-0 Si'i-0 5-9-13 5-9-13 5-11-11 09 N o� �I 6.00F1_2 5x6 = 4x8 = 5x6 = Scale = 1:82.6 ,. a I — 0 - M 4x6 3x5 = 4x8 — 2x4 II 3x6 4x8 —_ 3x5 = 5x6 = = 4x8 = 13 9-3 4 8-8-12 12 8-10-10 Plate Offsets (X Y)=[K:0-0-0 0-1-8] ���• \ 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1)5 TC 0.57 Vert(LL) -0.29 L -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.74 Vert(CT) -0.80 L -M >699 180 BELL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.25 K n/a n/a BCDL 10.0 Code IBC2015/TP12014� Matrix -MSH Weight: 249 Ib FT = 20% LUMBER- BRACING- TGO CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G except WEBS 2X4 DF No.1&BV G *Except* 2-0-0 oc purlins (4-2-9 max.): F -H. C-R,E-R,I-L,J-L: 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 9-9-4 oc bracing. WEDGE WEBS 1 Row at midpt E -Q, G -Q, G -M, I -M Right: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) K=1863/Mechanical, B=1956/0-5-8 Max Horz B=188(LC 8) Max Uplift K=-217(LC 9), B=-257(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3630/429, C -E=-3390/399, E -F=-2691/316, F -G=-2342/321, G -H=-2327/318, H -I=-2675/313, I -J=-3259/388, J -K=-3487/415 I BOT CHORD B -R=-464/3202, Q -R=-297/2753, 0-0=-103/2506, M -O=-103/2506, L -N.=-137/2699, K -L=-295/3029 WEBS C -R=-350/211, E -R=-51/533, E -Q=-638/261, F -Q=-40/913, G -Q=-441/144, G -M=466/144, H -M=-40/911, I -M=-586/257, I -L=-41/432, J -L=-264/203 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--l15mph (3 -second gust) Vasd=91 mph; 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. FESSIO 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q�0 /v 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide �O �(ONIO will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Q F G1 6) A plate rating reduction of 20% has been applied for the green lumber members. tV= Z 7) Refer to girder(s) for truss to truss connections.J C 76428 'f- 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) Cr p K=217, B=257. 4EXP. 1 3112018 {v 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OFC June 15,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE FAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ���• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his. CA 95610 Job Truss Truss Type Qty Ply Airehart LL4MBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD R50845110 0617002 C21 Hip 1 1 Rigid ceiling directly applied or 10-0-0 oc bracing. B-N,F-H: 2X4 DF Stud/Std G WEBS 1 Row at midpt B -M, D -M, D-1, F -I WEDGE Right: 2x4 SP No.3 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:42 2017 Page 1 ID:zXt38QyaOuzmkJub.KFH1 FzzAh?f-UJLlphWdgXMSc_szFjzvbO_uagOJa?VU3hK5gz66Fh 8-3 4 16 0 0 23.6-0 31-0-0 38-8-12 46-7.6 8.3-4 7 8-12 7-6-07$-0 7 8-12 7-10-10 n it O 5x6 = 4x8 = 5x6 = r Scale= 1:80.6 N M L U K J V I H 4x8 4x8 4x6 = 2x4 II 4x8 = 2x4 II 4x8 = 2x4 II 5x6 = N cD G LOADING (psi) TCLL 20.0 T,CDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.94 BC 0.701 WB 0.29, Matrix -MSH DEFL. in Vert(LL) -0.23 Vert(CT) -0.71 Horz(CT) 0.27 (loc) I/deft Ud K -M >999 240 K -M >785 180 G We 'n/a PLATES GRIP MT20 220/195 Weight: 226 Ib FT = 20% LL4MBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins (3-6-14 max.): C -E. WEBS 2X4 DF No.1&3tr G `Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B-N,F-H: 2X4 DF Stud/Std G WEBS 1 Row at midpt B -M, D -M, D-1, F -I WEDGE Right: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=1865/0-5-8, G=1865/Mechanical Max Horz A=144(LC 8) Max Uplift A=-202(LC 8), G=-198(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-3619/370, B -C=-2896/283, C -D=-2483/301, D -E=-2458/295, E -F=-2862/279, F -G=-3465/350 BOT CHORD A -N=-374/3159, M -N=-374/3159, K -M=-222/2798, I -K=-222/2798, H -I=-218/3000, G -H=-218/3000 WEBS B -N=0/335, B -M=-762/288, C -M=0/869, D -M=-656/173, D -K=0/416, D -I=-685/174, E-1=0/843, F -I=-618/272, F -H=0/278 NOTES-' '(10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--115mph (3 -second gust) Vasd=91 mph; 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 tD 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, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) A=202, G=198. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q,i0OFESSION,q� ONIO y�'S,2c'Z _, v C 76428 EXP. 1 /31/2018 m it s>1 civil- �TFOF CAL June 15,2017 ® WARNING - verrry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(&• connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1y� iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts. CA 95610 Job Truss Truss Type Qty Ply Airehart LtJMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD R50845111 0617002 C22 Hip 1 1 Rigid ceiling directly applied or 10-0-0 oc bracing. B-0,D-O,D-L,E-J,G-J: 2X4 DF No.1 &Btr G , WEBS 1 Row at midpt D-0, D -L, E -J WEDGE Job Reference (optional) Systepis Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 M iiTeK Inrluslnes, Inc. Thu Jun 15 U7:2Z:43 ZU17 Pagel ID:zXt38Qya0uzmkJubKFH IFzzAh?f-yWv80l XFbrdc3mZ27zECRoYBk_02_BfijRtd6z66Fg 7-3-0 14-M 20-3-7 2641 9 33-0-0 39 8 12 46-7 6 7-3-0 6-8 6-3-7 6-5-3 6-3-7 6 8-12 6-10 10 Scale = 1:80.6 5x6 = 08 = 3x5 = 5x6 = C D E F P 0 N M x L 1`1 T J I 4x6 = 2x4 II 4x8 = 4x8 2x4 II 3x5 = 4x8 4x8 = 2x4 II 5x6 = H 1� LOADING (psf) TCLL 20.0 T_ -DL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015rrP12014 CSI. TC 0.74 BC ,. 0.74 WB 0.49 Matrix -MSH DEFL. in Vert(LL) -0.23 Vert(CT) -0.74 Horz(CT) 0.28 (loc) I/deft Lid L -M >999 240 L -M >755 180 H Na n/a PLATES GRIP MT20 220/195 Weight: 234 Ib FT = 20% LtJMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2X4 DF No. 1&Btr G 2-0-0 oc purlins (3-6-15 max.): C -F. WEBS 2X4 DF Stud/Std G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B-0,D-O,D-L,E-J,G-J: 2X4 DF No.1 &Btr G , WEBS 1 Row at midpt D-0, D -L, E -J WEDGE MiTek recommends that Stabilizers and required cross bracing Right: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=1865/0 -5-8,H=1865/0-0-14 (req.,0-2-0) Max Horz A=127(LC 8) Max Uplift A=-181(LC 8), H=-177(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-3667/333, B -C=-3054/368, C -D=-2636/352, D -E=-3112/426, E -F=-2599/348, F -G=-3006/362, G -H=-3482/317 BOT CHORD A -P=-334/3211, O -P=-334/3211, M -O=-350/3128, L -M=-350/3128, J -L=-320/3112, I -J=-223/3022, H -I=-223/3022 WEBS B -P=0/289, B -O=-642/250, C-0=-37/993, D -O=-888/210, D -M=0/317, E -L=0/306, E -J=-902/211, F -J=-37/953, G -J=-477/234 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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.O*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) WARNING: Required bearing size atjoint(s) H greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) A=181, H=177. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. I Q�OFESSIO/V . 0 N 10 hF\ F2�i ✓L � ti J r° C 76428 0 * EXP 12/31/2018 ^� OF June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the pppiTek` fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts. CA 95610 Job Truss Truss Type Qty Ply Ai hart WEBS 2X4 DF Stud/Std G 'Except` H SPACING- 2-0-0 R50845112 0617002 C23 Hip 1 1 GRIP TCLL 20.0 Plate Grip DOL 1115 TC 0.65 Vert(LL) -0.28 N-0 Job Reference optional nuu=1 avn, o.I iu s Apr 1 s eul / ml t eK maustnes, Inc. I nu Jun 1b 07:22:44 2017 Page 1 ID:zXt38QyaOuzmkJu bKFH I FzzAh?f-QiTWENXtM91Thv8FhglR_05KIOLQnQmoxNAQ9Zz66Ff 6-34 12-0-0 19-7-7 27 4-9 35-0-0 40�-12 47-0-0 48-0 Q 6-3-0 58-12 7-7-7 7-9-3 7-7-7 5 8-12 6-3.4 1-6-0 5x6 = 6.00 12 C 3x5 = 4x8 = 3x6 = 5x6 = D E F G Scale = 1:82.8 3x5 % TQP CHORD 2X4 DF No.1&Btr G 3x5 B WEBS 2X4 DF Stud/Std G 'Except` H SPACING- 2-0-0 CSI. DEFL. in floc) I/deft R Q Y P 0 Z N M AA L K 4x6 —_ 2x4 II 4x8 = ,5x8 WB = 3x5 = 4x8 = 2x4 II 2x4 II 5x8 WB = ` 4x6 = J frr ,9 N a) LUMBER- TQP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No. 1&BV G WEBS 2X4 DF Stud/Std G 'Except` LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1115 TC 0.65 Vert(LL) -0.28 N-0 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1!15 BC 0.66 Vert(CT) -0.91 N-0 >623 180 BOLL 0.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.30 1 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH , Weight: 230 Ib FT = 20% LUMBER- TQP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No. 1&BV G WEBS 2X4 DF Stud/Std G 'Except` D-Q,D-N,F-L: 2X4 DF No.1&Btr G OTHERS 2X4 DF Stud/Std G REACTIONS. (Ib/size) A=1879/0-5-8, 1=1971/0-5-8 Max Horz A=l 31(LC 9) Max Uplift A=-180(LC 5), 1=-194(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-5 cc purlins, except 2-0-0 oc purlins (2-2-0 max.): C -G. BOT CHORD Rigid ceiling directly applied or 9-6-11 oc bracing. WEBS 1 Row at midpt D -Q, D -N, 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 A -B=-3736/417, B -C=-3254/449, C -D=-2830/423, D -F=-3694/576, F -G=-2825/422, G -H=3247/448, H -I=-3715/414 BOT CHORD A -R=-374/3281, Q -R=-374/3281, O -Q=-487/3696, N-0=-487/3696, L -N=-454/3694, K -L= -300/3260,1-K=-300/3260 WEBS 134=495/215, C -Q=-59/1055, D -Q=-1229/277, D-0=0/348, F -N=0/316, F -L=-1212/278, G -L=-58/1043, H -L=-477/206 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) A=180, 1=194. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. oQ�pFESSIOA,4 P�(0N10 4 i r° C 76428 PZ EXP. 12/31/2018 ti � e e s' OF June 15,2017 ® WARNING - VerNy desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke& connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not ��• a truss system. Before use, the building designer must 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 6 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the pITek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPlt Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.. Suite 109 Citrus Hei hts. CA 95610 Job Truss Truss Type Qty Ply Airehart TCDL 10.0 Lumber DOL 1.15 BC 0.62 BCLL 0.0 ' Rep Stress Incr YES R50845113 0617002 C24 Hip 1 1 TQP CHORD 2X4 DF No.1&Btr G Structural wood sheathing directly applied or 3-2-5 oc purlins, except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins (2-9-0 max.): C -H. WEBS 2X4 DF Stud/Std G 'Except' Rigid ceiling directly applied or 8-4-7 oc bracing. Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:45 2017 Page 1 ID:zXt38QyaOuzmkJubKFHIFzzAh?f-uutuRjYV7SuKJ3jRFOHgWDeZioiJWsFyA1w i?z66Fe 5-3-410 0-0 16 8 2 238-0 30-3-14 37-0-0 41 -12 47-0-0 5_3_4 4$-12 68-2 6-9-14 6-9-14 68-2 488-12 5-3-4 18-0 5x6 = son 11-7 4x8 = 4x8 = 2x4 II 3x6 = 5x6 = Scale = 1:82.8 T S AA R AB Q P 0 AC N AD M L 4x6 = 2x4 II 4x8 = 4x12 MT20HS = 4x8 = 4x12 MT20HS = 2x4 11 4x8 = 2x4 11 4x6 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.58 TCDL 10.0 Lumber DOL 1.15 BC 0.62 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 BCDL 10.0 Code IBC2015lfP12014 Matrix -MSH LUMBER- TQP CHORD 2X4 DF No.1&Btr G Structural wood sheathing directly applied or 3-2-5 oc purlins, except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins (2-9-0 max.): C -H. WEBS 2X4 DF Stud/Std G 'Except' Rigid ceiling directly applied or 8-4-7 oc bracing. D-S,D-P,G-P,G-M: 2X4 DF No.1&Btr G 1 Row at midpt D -S, G -M M fv DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.36 P >999 240 MT20 220/195 Vert(CT) -1.09 N -P >517 180 MT20HS 165/146 Horz(CT) 0.33 J n/a n/a Weight: 228 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-5 oc purlins, except 2-0-0 oc purlins (2-9-0 max.): C -H. BOT CHORD Rigid ceiling directly applied or 8-4-7 oc bracing. WEBS 1 Row at midpt D -S, G -M MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=1879/0-5-8, J=1971/0-5-8 Max Horz A=-113(LC 9) Max Uplift A=-219(``5), J=-230(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-3774/497, B -C=-3413/528, C -D=-2983/490, D -E=-4541/771, E -G= 4541, /771,' G -H=-2976/489, H -I=-3404/527, I -J=-3748/493 BOT CHORD A -T=-441/3322, S-T=A41/3322, R -S=-642/4173, P -R=-642/4173, N -P=594/4169; M -N=-594/4169, L -M=-378/3296, J -L=378/3296 WEBS B -S=-359/177, C -S=-1 13/1165, D -S=-1542/344, D -R=0/278, D -P=-121/526, E -P=-398/189, G -P=-122/529, G -N=0/278, G -M=-1545/345, H -M=-112/1159, I -M=-337/167 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreM with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) A=219, J=230. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�QFESS IOA14Z oNio C 76428 z v EXP. 13/31/2018 OF June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web 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 ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Airetiart LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD 850845114 0617002 C25 Hip 1 1 Rigid ceiling directly applied or 6-10-11 oc bracing. WEBS 1 Row at midpt D -U, H -N Job Reference (optional) systems rlos LUmDer GO, Anaerson, GA 8.110 s Apr 13 201 r MI I ek Industries, Inc. Thu Jun 15 07:22:46 2017 Page 1 ID:zXt38QyaOuzmkJubKFHIFzzAh?f-N5bGe3Z7umOBwDldo5ov3RAjvB7kFDg5PhfXERz66Fd B-0-0 14-1-0 20-4-7 26-7-9 32-10-10 39-0-0 42-8-12 47-0-0 4B 6 4-3-0 3$-12 6-1$ 6-3-2 63-2 6-3-2 6-1$ 38-12 4-3-0 1$-0 5x6 = 6.00 12 4x8 = C D 48 = 2x4 II 3x6 = 3x5 = 5x6 = E F r_ H I Scale = 1:82.8 4x6 —_ 2x4 II 4x8 = 2x4 11 402 M18SHS —_ 2x4 11 3x5 = 4x8 = 2x4 II 4x6 4xB = 4x12 M18SHS = N LIg LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 Bf:DL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.68 BC 0.80 WB 0.94 Matrix -MSH DEFL. in Vert(LL) -0.51 Vert(CT) -1.58 HOrz(CT) 0.39 (loc) I/deft Ud Q -R >999 240 Q -R >358 180 K n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 225 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins, except B(aT CHORD 2X4 DF No. 1&BV G 2-0-0 oc purlins (2-4-4 max.): C -I. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-10-11 oc bracing. WEBS 1 Row at midpt D -U, H -N MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=1879/0-5-8, K=1971/0-5-8 Max Horz A=-95(LC 9) 1* --- Max Uplift A=-257(LC 5), K=268(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-13=3797/572, B -C=-3575/604, C -D=-3140/554, D -E=-5588/1034, E -F=-5588/1034, F -H=4788/887, H -I=-3129/553, I -J=-3553/602, J -K=-3764/566 BOT CHORD A -V=-503/3350, U -V=-503/3350, T -U=-823/4795, R -T=-823/4795, Q -R=-952/5586, O -Q=-952/5586, N -O=-776/4788, M -N=451/3317, K -M=-451/3317 WEBS C -U=-156/1266, D -U=-2006/437, D -T=0/253, D -R=-214/985, E -R=-372/178, F -O=-989/217, H -O=-36/646, H -N=-2009/437, I -N=-155/1258 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) 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. FESSIO 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 (> 0 /V.4 will fit between the bottom chord and any other members. Oe ONIO 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 (jt=1b) A=257, K=268. J C 76428 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.cc 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. dEXP. 1 31I2018 \FOF June 15,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with WWI) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 i Job Truss Truss Type r• Qty -- PlyAirehart SPACING- 2-0-0 ' r DEFL. in floc) I/defl Lid PLATES GRIP R50845115 0617002 C26 Hip Girder U -V >875 240 2 220/195 T•CDL 10.0 r' 1 'BC 0.74 Vert(CT) -1.84 . Job Reference (optional) SyStfmS HUS Lumber Go, Anderson, GA _ - y - 8.110 s Apr 13 2017 MITeK IndUslneS, Inc. Thu Jun 15 07:22:52 2017 Page 1 ID:zXt38QyaOuzmkJubKFHIFzzAh?f-BEyXv6eu_TcmLe8ln9MvJliQgGc33f knc6sR5z66FX -1-0-0 3-3-4 6-0-0 10-10-12 15-11-4 20-11-12 - 26-0-0 31-0-12 36-1-4- 41-0-0 43-0-12 47-0-4 )18-6- 3_3_40 1 ii 0 2 8-12 4-10-12 5 0 8 5 0 8 M8 5-0 8 4-10-12 2$-12 3-3-0 . • Scale = 1:84.4 5x6 6.00 12 , 4x12 = _ 2x4 I I • 4x8 = 6x6 = 2x4 I I 4x8 = 4x6 = 5x6 = ' y1 . AA Z AU AV AW AX X'. • AY W 'A'Z V, BA' BB SBC "T 4x6.= 2x4 II 4x10 = 2x4 11 - ,7x14M1BSHS = .4x8 = _ 1 - 4x12 = '2X4 I 17x14 M18SHS . 311 611 10-10-12 15 11 4 20-11-12 26-0-0 31-0-12 BD S BE. BF'R BG BH Q P 2x4 II 4x4 — 4x10 = 2x4 II 4x6 _ Male Ucr5ec5 kA, Tl— It5:U--1-U,u-U-1l In:U-3-V r_0geJ, IN:u- l-u,u-u--It Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' LOADING (psf) SPACING- 2-0-0 ' CSI. DEFL. in floc) I/defl Lid PLATES GRIP TCLL 20.0; • . Plate Grip DOL 1.15 TC 0.37 Vert(LL) 0.64 U -V >875 240 MT20 220/195 T•CDL 10.0 Lumber DOL 1.15 1 'BC 0.74 Vert(CT) -1.84 U -V >307 180 M18SHS 220/195 BCLL 0.0,* Rep Stress Incr NO WB 0.76 ; Horz(CT) 0.33 N n/a n/a • BCDL 10.0 ! Code IBC2015/TP12014 Matrix -MSH Weight: 567 Ib FT = 20% LUMBER- BRACING- • . TOP CHORD 2X4 DF No. 1&Btr G `Except' R / ' TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins, except • D-H,H-L: 2X6 DF SS G • . ' 2-0-0 oc purlins (44-3 max.): D -L. BOT CHORD 2X6 DF SSG I BOT CHORD Rigid ceiling directly applied or 9-11-3 oc bracing. WEBS * 2X4 DF Stud/Std G � REACTIONS. (Ib/size) B=,3671/0-5-8, N=3675-8 r Max Horz B=65(LC 27) I Max Uplift B=-768(LC 5), N=-768(LC 4) f , FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. �• TOP CHORD B -C=-7552/1662, C -D=-7776/1762, D -E=6881/1579, E -F=-14285/3283, F -G=14285/3283, G -I=-15760/3617, I -J=-15760/3617, J -K=-11366/2619, K -L=-6886/1580, L -M=-7783/1763, M -N=-7550/1661 BOT CHORD B -AA= -1471/6721, Z -AA= -1471/6721, Y -Z=-2574/11366, X -Y=-2574/11366, V -X=-3575/15763, U -V=-3575/15763, S -U=-3209/14284, R -S=-3209/14284, ' + Q -R=-2537/11366, P -Q=-1437/6720, N -P=-1437/6720 WEBS C -Z=-192/467, D -Z=-591/3042, E -Z=-5141/1217, E -Y=0/327, E -X=-774/3347, i F -X=-534/288, G -X=-1708/413, G -V=0/386, 1-U=-555/312, J -U=-399/1706, J -S=0/381, J -R=-3347!784, K -R=-231/1762, K -Q=5135/1210, L -Q=-591/3047, M -Q=194/475 NOTES- (13) s 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: ` Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. • Bottom chords connected as follows: 2x6- 2 rows staggered at 0-9-0 oc. , Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. + 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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 r 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A 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) except (jt --lb) B=768, N=768. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. oQ�OFESS/0/v44 ONIO F2 G' v C 76428 �z m 0 * E /31/2018 ti sT clvt�- TF�OF CANE June 15,2017 ® WARNING - verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overatl v - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane ' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply ' Airehart building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporaryand permanent bracing 11 A iS�l�Il' MY� 1 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and SCSI Building Component R50045115 0617002 , C26 Hip Giller 1 2 ' Job Reference o tional Systems Plus Lumber Go, Anderson, GA 6.110 s Apr 13 2017 MITek Industries, Inc. Thu Jun 15 07:22:53 2017 Page 2 ID:zXt380yaOuzmkJubKFHIFzzAh?f-fRWw6SeWEwuBGIKzj3QYrvz?OOPIORQ7OGsP Xz66FW NOTES- (13) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 Ib down and 98 Ib up at 6-0-0, 92 Ib down and 98 Ib up at k-12, 92 Ib down and 98 Ib up at 10-0-12, 92 Ib down and 98 Ib up at 12-0-12, 92 Ib down and 98 Ib up at 14-0-12, 92 Ib down and 98 Ib up at 16-0-12, 92 Ib down and 98 Ib up at 18-0-12, 92 Ib down and 98 Ib up at 20-0-12, 92 Ib down and 98 Ib up at 22-0-12, 92 Ib down and 98 Ib up at 23-6-0, 92 Ib down and 98 Ib up at 24-11-4, 92 Ib down and 98 Ib up at 26-11-4, 92 Ib down and 98 Ib up at 28-11-4, 92 Ib down and 98 Ib up at 30-11-4, 92 Ib down and 98 Ib up at 32-11-4, 92 Ib down and 98 Ib up at 34-11-4, 92 Ib down and 98 Ib up at 36-11-4, and 92 Ib down and 98 Ib up at 38-11-4, and 111 Ib down and 98 Ib up at 41-0-0 on top chord, and 367 Ib down and 97 Ib up at 6-0-0, 69 Ib down at 8-0-12, 69 Ib down at 10-0-12, 69 Ib down at 12-042, 69 Ib down at 14-0-12, 69 Ib down at 16-0-12, 69 Ib down at 18-0-12, 69 Ib down at 20-0-12, 69 Ib down at 22-0-12, 69 Ib down at 23-6-0, 69 Ib down at 24-11-4, 69 Ib down at 26-11-4, 69 Ib down at 28-11-4, 69 Ib down at 30-11-4, 69 Ib down at 32-11-4, 69 Ib down at 34-11-4, 69 Ib down at 36-11-4, and 69 Ib down at 38-11-4, and 367 Ib down and 97 Ib up at 40-11-4 on bottom chord.. The design/selection of such connection device(s) is the responsibility of others. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. r LOAD CASE(S) Standard - 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-60, D -L=-60, L -O=-60, B -N=-20 Concentrated Loads (lb) Vert: D= -92(B) Z= -367(B) X= -54(B) F= -92(B) S= -54(B) J= -92(B) Q= -367(B) L= -92(B) T= -54(B) AF= -92(B) AG= -92(B) AH= -92(B) AI= -92(B) AJ= -92(B) AK= -92(B) AL= -92(B) AM= -92(B) AN= -92(B) AO= -92(B) AP= -92(B) AQ=92(13) AR= -92(B) AS= -92(B) AT= -92(B) AU= -54(B) AV= -54(B) AW= -54(B) AX= -54(B) AY= -54(B) AZ= -54(B) BA= -54(B) BB= -54(B) BC= -54(B) BD= -54(B) BE= -54(B) BF=54(B) BG= -54(B) BH= -54(B), A ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7479 rev. 1010312015 BEFORE USE ' Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MME, a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall , building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporaryand permanent bracing 11 A iS�l�Il' MY� 1 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ' Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply Airehart I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 R50845116 0617002 D01 Common Supported Gable 1 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.01 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:53 2017 Page 1 ID:zXt38QyaOuzmkJubKFH1 FzzAh?f-fRWw6SeWEwuBGIKzj3QYrvz3MOaQOcn7OGsP_Xz66FW 1.6-0 8-3-0 16-" 18-0 0� 1 �-0 8-3-0 8-3-0 1-0-0 4 �i A Scale = 1:31.3 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.01 M n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.01 M n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 L n/a n/a RCDL 10.0 Code IBC2015/TP12014 Matrix -SH Weight: 81 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Br4T CHORD 2X4 DF No. 1&Btr G BOT CHORD OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 16-6-0. (lb) - Max Horz B=-86(LC 13) Max Uplift All uplift 100 Ib or less atjoint(s) B, L, N, 0, P, Q, V. U. T, S Max Grav All reactions 250 Ib or less at joint(s) B, L, R, N, 0, P. Q, V, U, T, S FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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. NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, L, N, 0, P, Q, V, U, T, S. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) L. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�OFESSIO/v U=�t(0o P�(0 N 10 C 76428 z Cr v EXP. 12/31/2018 ti �t i i to OF June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Nit -7473 rev. 1010312015 BEFORE USE. �* Design valid for use only vAth MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing '° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the q�.ii fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply Airehart L(*nBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD R50845117 0617002 D02 Common 1 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Job Reference optional Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:54 2017 Page 1 ID:zXt38QyaOuzmkJubKFHIFzzAh?f-8d4lKof9?DO2uSvAGnxnO7WDIQrC70KGEwbyW z66FV -11:66-00 44-12 8-3-0 - 12-1-0 16F-0 18-M - 4-0-12 3-10-4 3-104 44-12 1.6-0 c� A Scale = 1:31.3 4x6 = 3x5 G axd — ]g LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.18 BC 0.38 WB 0.20 Matrix -MSH DEFL. in Vert(LL) -0.06 Vert(CT) -0.20 Horz(CT) 0.03 (loc) I/deft L/d H -N >999 240 H -N >999 180 F n/a n/a PLATES GRIP MT20 220/195 Weight: 69 Ib FT = 20% L(*nBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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) B=750/0-5-8, F=750/0-5-8 Max Horz B=-86(LC 9) Max Uplift B=-129(LC 8), F=-129(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1080/171, C -D=-817/112, D -E=-817/112, E -F=-1080/172 BOT CHORD B -H=154/944, F -H=-68/944 WEBS D -H=-6/493, E -H=-313/167, C -H=-313/167 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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=129, F=129. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�OFESSIO/V44 =��O P�(0 N 10�ZG1 C 76428 TZ I;nu O v EXP. 12/31/2P9 OF June 15,2017 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, ani is for an individual buildingcomponent, not �r a truss system. Before use, the building designer must verify the applicability of design parameters andp�perty incorporate this design into the overall i a` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing s _ MiTek' i4�k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M V 9 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts, CA 95610 Job Truss Truss Type Qty Ply Airehart LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d R50845118 0617002 E01D COMMON SUPPORTED GAB 1. 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(CT) -0.01 U n/r 120 Job Reference (optional) Systems Plus Lum. ber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:56 2017 Page 1 I D:zXt38QyaOuzmkJu bKFH 1 FzzAh?f-4OB21Uh PXrGm7l3YOBzFTYbaP Da7byoZiE43asz66FT 1-0-0 27 13-M 26-0-0 6-0 1-6 13-M 13-M 1$-0 Scale = 1:46.5 4x6 = 26-0-0 26-0-0 Plate Offsets (X,Y)—IAH:0-3-0,0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.01 U n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(CT) -0.01 U n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) 0.01 AB n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -SH Weight 163 Ib FT = 20% LIAMBER- BRACING - TOP CHORD 2X4 OF. No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 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 26-0-0. - (lb) - Max Horz B=128(LC 36) Max Uplift All uplift 100 Ib or less atjoint(s) V, W, X, Y, Z, AA, AB, AC, AL, AK, AJ, Al, AH, AG, AF, AE except B=-367(LC 19), T=-366(LC 30) Max Grav All reactions 250 Ib or less at joints) AD, V, W, X, Y, Z, AA., AB, AC, AL, AK, AJ, AI, AH, AG, AF, AE except B=420(LC 40), T=420(LC 39) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-868(771, C -D=-665/639, D -E=-568/579, E -F=-473/523, F -G=-386/464, G -H=-304/409, H -I=-213/351, I -J=-139/297, L -M=-139/281, M -N=-213/321, N -O=-288/365, O -P=-362/412, P -Q=-437/469, Q -R=-514/526, R -S=-611/586, S -T=-813!731 BOT CHORD B-AL=6491773, AK -AL= -523/640, AJ -AK= -450/573, AI -AJ= -390/507, AH -AI= -323/440, AG -AH= -260/377, AF -AG= -190/306, AA -AB= -190/306, Z -AA= -256/373, Y -Z=-323/440, X -Y=-390/506, W -X=-450/566, V -W=523/640, T -V=-656!773 't NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry FESSIO Gable End Details as applicable, or consult qualified building designer as per ANSIlrP1 1. QFLO /v 4) All plates are 2x4 MT20 unless otherwise indicated. 1 �O �ONIO 5) Gable requires continuous bottom chord bearing. _� Q� 'yF� G1 6) Gable studs spaced at 1-4-0 oc. <rJ 2 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 'U1 Q C 76428 Z 70 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide p will fit between the bottom chord and any other members, with BCDL = 10.Opsf. EXP. 12131/2018 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) V, W, X, Y, Z, AA AB, AC, AL, AK, AJ, Al, AH, AG, AF, AE except Qt=1b) B=367, T=366. l CIVIL- �P 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) T. 12) This truss has been designed for a total drag -load of 1300 Ib'Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist. OFC drag loads along bottom chord from 0-0-0 to 26-04for 50.0 plf. June 15,2017 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria,. VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply Airehart . a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall 850845119 0617002 E02 Common 9. 1 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL. 20.0 Plate Grip DOL 1.15 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:22:58 2017 Page 1 I D:zXt38QyaOuzmkJubKFH I FzzAh?f-OOJoA9if3SWUM3DxVc?jYzgs51 Ai3rQs9YZAflz66FR 6-9.4 13-0-0 19-2-12 26-0-0 27F-0 6-9-4 6-2-12 6-2-12 6-9-4 1.6-0 - Scale = 1:46.5 4x6 = D 94 5x8 = 3x4 = ' 3x5 = 3x5 = 8-10-3 17-1-13 'k26 -M I$ 8-10-3 8-3-11 9'10-3 . Plate Offsets (X,Y)— f1:0-4-0,0-3-01 . a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' ITek+ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL. 20.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.15 H -I >999 240 MT20 220/195 T•CDL 10.0 Lumber DOL 1.15 BC 0.47 Vert(CT) -0.38 I -L >81l3i 180 BCLL 0.0 Rep Stress Incr YES WB 6i13 Horz(CT) 0.06 F n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -MSH Weight: 110 Ib FT = 20% `1 LIMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-7-6 oc purlins. BOT CHORD 2X4 DF No. I&BIT G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF No.1 &Btr G 'Except' MiTek recommends that Stabilizers and required cross bracing E-H,C-I: 2X4 DF Stud/Std G s be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1130/0 -3-8,F=113010-3-8 Max Horz B=128(LC 8) Max Uplift B=-182(LC 8), F=-182(LC 9) FORCES. (lb) -Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1805/263, C -D=-1616/272, D -E=-1616/272, E -F=-1805/263 BOT CHORD B-1=252/1571, H -I=-54/1033, F -H=-125/1571 WEBS D -H=-128/622, E -H=-402/242, D-1=-128/622, C-1=402/242 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) 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 = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6)' Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=182, F=182. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�OFESSIO/Vq� �i00 N IC F•lr tiF c� C 76428 -z 0 EXP. 12/3112018 ti * es OF June 15,2017 ® WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shovm, and is for an individual building component, not��• . a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' ITek+ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Oyu . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his. CA 95610 t Job Truss Truss Type Qty Ply Airehart LUMBER- BRACING - Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. TOP CHORD 2X4 DF No. 1 &BV G TOP CHORD R50845120 0617002 E03D COMMON GIRDER 1 2 REACTIONS. (Ib/size) H=4258/0-3-8, B=3392/0-3-8 ESSIO , grip DOL=1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Max Horz B=141(LC 27) 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 Job Reference (optional) Systems Plus Lumber Go, Anderson, CA ts.t lU s Apr 13 zVl t MI I eK InaUSmeS, Inc. I nu Jun 1 o ui:z3:uu zui f rage 1 ID:zXl38QyaOuzmkJubKFHI FzzAh?f-ynRZarkwb3mCcNMJdl2BdOIBgrr4XaL9ds2Hjdz66FP 18-0 4-8-5 8-10-3 13-0-0 17-1-13 21-3-11 26-0-0 1F>-0 48-5 4-1-13 4-1-13 4-1-13 4-1-13 4-8-5 vp 0 4x6 II E 4x8 = 2x8 -II 6x8 = 4x8 = 4x4 = 2x8 II 4x8 = 4x4 = - Scale = 1:50.3 ja LOADING (psf) TCLL - 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI.DEFL. TC 0.34 -BC 0.54 WB 0.87 Matrix -MSH in Vert(LL) 0.14 Vert(CT) -0.34 Horz(CT) 0.10 floc) I/defl Ud L -N >999 240 I -J >908 180 H n/a� n/a% PLATES GRIP MT20 220/195 Weight: 298 Ib FT = 20% LUMBER- BRACING - Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. TOP CHORD 2X4 DF No. 1 &BV G TOP CHORD Structural wood sheathing directly applied or 4.6-12 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 4) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; REACTIONS. (Ib/size) H=4258/0-3-8, B=3392/0-3-8 ESSIO , grip DOL=1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Max Horz B=141(LC 27) 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 �O SON 10 Max Uplift H=-1493(LC 30), B=-1625(LC 27) will fit between the bottom chord and any other members. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 7) A plate rating reduction of 20% has been applied for the green lumber members. TOP CHORD B -C=-7145/3489, C -D=-6149/2843, D -E=-4767/1928, E -F=-4767/1926, F -G=-6594/2486, 8 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 Ib uplift at'oint s except t -Ib (Y ) 9 P P 9 P J O P G- ) G -H=-8789/3011 H=1493, B=1625. 9) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist E /3112018 m BOT CHORD B -N=-3187/6354, L -N=-2942/6354, K -L=-2293/5464, J -K=-1870/5851, I -J=-242817836, 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 807 Ib down and 478 Ib up at H-1=-2650!7836 6-1-9, 424 Ib down and 279 Ib up at 8-0-12, 346 Ib down and 264 Ib up at 10-0-12, 606 Ib down and 315 Ib up at 12-0-12, 305 Ib TFOF WEBS E -K=1404/3959, F -K=-2383/526, F -J=-394/2288, G -J=-2269/418, G-1=-213/1834, CAl1F 83 Ib up at 20-0-12 and 649 Ib down and 109 Ib up at 22-0-12 and 367 Ib down and 162 Ib up at 24-0-12 on bottom chord The D -K=-1820/995, D -L=-888/1684, C -L=-1018/507, C -N=-321!713 NOTES- (11) 1) 2 -ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.0psf; 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 ESSIO , grip DOL=1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q�QF /�/q� Fiy 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 �O SON 10 will fit between the bottom chord and any other members. Rt 7) A plate rating reduction of 20% has been applied for the green lumber members. U y U C 76428 8 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 Ib uplift at'oint s except t -Ib (Y ) 9 P P 9 P J O P G- ) =, Z � p H=1493, B=1625. 9) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist E /3112018 m drag loads along bottom chord from 0-0-0 to 26-0-0 for 57.7 plf. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 807 Ib down and 478 Ib up at 'S' T9 CiVlt 6-1-9, 424 Ib down and 279 Ib up at 8-0-12, 346 Ib down and 264 Ib up at 10-0-12, 606 Ib down and 315 Ib up at 12-0-12, 305 Ib TFOF down and 138 Ib up at 14-0-12, 292 Ib down and 173 Ib up at 16-0-12, 642 Ib down and 129 Ib up at 18-0-12, 1042 Ib down and CAl1F 83 Ib up at 20-0-12 and 649 Ib down and 109 Ib up at 22-0-12 and 367 Ib down and 162 Ib up at 24-0-12 on bottom chord The design/selection of such connection device(s) is the responsibility of others. June 15,2017 ® WARNING - VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. . Design valid for use only with MfrekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall IVA building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing 6 '��1.Il' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Airehart ` 850845120 0617002 E03D COMMON GIRDER ' 1 2 Job Reference optional Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:23:00 2017 Page 2 ID:zXt380yaOuzmkJubKFHI FzzAh7f-ynRZarkwb3mCcNMJd12BdOIBgrr4XaL9ds2Hjdz66FP LOAD CASE(S) Standard " ? 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-E=60, E-H=-60, B-H=-20 < Concentrated Loads (lb) Vert: M=-424(B) S=-807(B) T=-346(B) U=606(B) V=-305(B) W=292(B) X=-642(8) Y=1042(6) Z=-649(B) AA=-367(B) v r ' i A, w 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ��t ppT�• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'y' I�i k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, OSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type °• Qty Ply - Airehart ` vv P,50845121 0617002 F01 Common Supported Gable 1 1 (loc) •I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.09 Job Reference (optional) Syslgms Plus Lurpber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:23:012017 Page 1 I D:zXt38QyaOuzmkJubKFH I FzzAh?f-Qz?xoBIYLNv3EXxWBIZQAbI Q LEJ IGEm IrWogG4z66FO 1 6-0 4-9-0 9-0-0 11-0-0 1-6-0 4-9-0 4-9-0 1 6-0 Scale = 1:22.9 4x6 = E. rd A Ig (lb) - Max Horz B=-55(LC 13) Max Uplift All uplift 100 Ib or less at joints) B, H, J, K, N, M Max Grav All reactions 250 Ib or less at joint(s) B, H, L. J. K, N, M 1 , FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, H, J. K. N. M. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�OFESS/ONgz �O �ONIO F?, P� tiF GI C 76428 O o EXP. 13%3112018 ti * ie OF June 15,2017 ® WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not +�• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI ITek• ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights CA 95610 9L-0\ vv LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) •I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.01 1 n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.01 1 n/r 120 BCLL 0.0 ' Rep Stress Ina YES WB 0.03 Horz(CT) 0.00 H n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -SH Weight: 43 Ib FT = 20% LUMBER- BRACING- TQP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1&BV 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 9-6-0. (lb) - Max Horz B=-55(LC 13) Max Uplift All uplift 100 Ib or less at joints) B, H, J, K, N, M Max Grav All reactions 250 Ib or less at joint(s) B, H, L. J. K, N, M 1 , FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, H, J. K. N. M. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�OFESS/ONgz �O �ONIO F?, P� tiF GI C 76428 O o EXP. 13%3112018 ti * ie OF June 15,2017 ® WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not +�• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI ITek• ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply Airehart R50845122 0617002 F02 Common 1 1 CSI. DEFL. in (loc) I/defl l Ud PLATES GRIP TCLL 20.0 Plate Grip DOL Job Reference (optional) Systems Plus Lumber Go, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:23:02 2017 Page 1 I D:zXt38QyaOuzmkJubKFH I FzzAh?f-vAZJ?XIA6h l wrg WikS4fipraKecf?f8S4AXNoWz66FN r -14-9-0 M-0 11-0-0 11-0 4-9-0 4-9-0 1$-0 A 4x6 = C 3x4 = Scale = 1:22.9 I� REACTIONS. (Ib/size) B=470/0-5-8, D=470/0-5-8 , Max Horz B=-55(LC 13) ' Max Uplift B=-90(LC 8), D=-90(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-501/66, C -D=-501/66 BOT CHORD B -F=-5/400, D -F=-5/400 ,. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) B, D. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�()FESS/OA/4I ' �O ZONIO F2 C 76428 z r o * EXP. 1 31/2018 ti T�TFOF CALIF June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI7 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314., Suite 109 Citrus Heights, CA 95610 'LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl l Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.01 F -I >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.15 Vert(CT) -0.04 F -I >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 D n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH' Weight: 35 Ib FT = 20% LUMBER- BRACING- TQP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&BV 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) B=470/0-5-8, D=470/0-5-8 , Max Horz B=-55(LC 13) ' Max Uplift B=-90(LC 8), D=-90(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-501/66, C -D=-501/66 BOT CHORD B -F=-5/400, D -F=-5/400 ,. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) B, D. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�()FESS/OA/4I ' �O ZONIO F2 C 76428 z r o * EXP. 1 31/2018 ti T�TFOF CALIF June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI7 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314., Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply lir hart BRACING - I TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. R50845123 0617002 G01 Common Structural Gable 1 1 REACTIONS. All bearings 15-0-0 except (jt=length) B=0-5-8, S=0-3-8. (lb) - Max Horz B=115(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s) B, 0, H, I, F except L=-167(LC 9), Q=-326(LC 1), S=-183(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) 0, H, I, J, K, M, N, Q, Job Reference (optional) Systqms Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:23:03 2017 Page 1 ID:7Xt38QyaOuzmkJubKFH1 FzzAh?f-NM6hDlmot_9nTg5ulAbuFONjt2vzk3ubJgHxKyz66FM -1.6-0 6-0-12 11-7-0 17-1-4 23-2-0 24-8-0 1$-0 ' 6-0-12 ' 5�i� 5-0 4 6-0-12 1$-0 i Scale = 1:45.5 4x6 = 3x5 = S R 0 P 10 N M L K J I H 3x4 = 4x6 = LOADING (psf) TCLL 20.0 LCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015rrP12014 CSI. TC 0.28 BC 0.33 WB 0.31 Matrix -MSH DEFL. in (loc) I/deft Ud V Vert(LL) -0.07 T -AU >999 240 Vert(CT) -0.23 T -AU >443 180 Horz(CT) 0.01 AV n/a n/a PLATES GRIP MT20 220/195 Weight: 164 Ib FT = 20% LL;MBER- BRACING - TOP CHORD 2X4 DF No:1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF 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 guide. REACTIONS. All bearings 15-0-0 except (jt=length) B=0-5-8, S=0-3-8. (lb) - Max Horz B=115(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s) B, 0, H, I, F except L=-167(LC 9), Q=-326(LC 1), S=-183(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) 0, H, I, J, K, M, N, Q, P except B=465(LC 19), L=610(LC 1), F=286(LC 20), S=681 (LC 1), F=276(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. - TOP CHORD B -C=-381/62 BOT CHORD B -T=-48/311 WEBS D -L=-358/43, E -L=-337/216, C -T=-365/216 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FESSID�V9 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 �O will fit between the bottom chord and any other members, with BCDL = I O.Opsf. Oe �(ON jO 8) A plate rating reduction of 20% has been applied for the green lumber members. ' S� P F G1 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, 0, H, I, F, F cL/= 2 except (jt=lb) L=167, Q=326, S=183.J C 76428 Z, 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. * E 13112018 S� CIV11- �TFOF CANE June 15,2017 ® WARNING - Verify design parametersend READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll--7473 rev. 1 9 E. M 03/2015 BEFORE USE Design valid for use only with iTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not r a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall q building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IYA fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type. Qty Ply Airehart 1.15 TCDL • 10.0 Lumber DOL 1.15 R50845124 0617002 G02 Common 1 1 Code IBC2015ITP12014 Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing Job Reference optional) Ays[6ms rlUs LUmDer VD, HIIDersOn, VH S.11u s Apr 13 Zul r MI I eK m0us[nes, Inc. I hu Jun 1b U7:23:04 2017 Page 1 ID:zXt380yaOuzmkJubKFH1 FzzAh?f-rYg4QDnOelHe5_g5st67oEwupSGgTSoIX0001Oz66FL tb-0 4-5-1084-12 11-7-0 17-1-0 23-2-0 24-8-0 1-6-0 4-5-10 3-11-2 3-2-0 5-6.4 6-0-12 1-0-0 M oA B 3x5 i 6.00 12 2x4 C LOADING (psf) SPACING- 2-0-0 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 IBC2015ITP12014 LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Stud/Std G 2x4 II D ®I Q J 5x8 _ i T CSI. TC 0.27 BC 0.29 WB 0.52 Matrix -MSH REACTIONS. (Ib/size) B=307/0 -5 -8,J=1108/0 -5-8,G=619/0-5-8 ` Max Horz B=115(LC 8) Max Uplift B=-62(LC 8), J=-162(LC 8), G=-138(LC 9) Max Grav B=339(LC 19), J=1108(LC 1), G=622(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD C -D=-67/279, D -E=0/266, E -F=-589/191, F -G=-734/169 BOT CHORD G -I=-49/620 WEBS C -J=-319/160, E -J=-667/98, E -I=-129/569, F -I=-357/215 4x6 = I? R I 3x4 = 2x4 F 3x4 = Scale = 1:42.0 G H �g DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.06 J -M >999 240 MT20 220/195 Vert(CT) -0.20 J -M >497 180 Horz(CT) 0.01 G n/a n/a Weight: 105 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except Qt=1b) J=162, G=138. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q';OFESS/0/�q� 0 N 10 C 76428 Z X � o EXP. 12/31/20]8 ti OF June 15,2017 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4Vl-7473 rev. 1010312015 BEFORE USE. JA Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 6 A'4�1.Il' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M V� 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPlt Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Airehart TOP CHORD 2X4 DF No.1&BV G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G 'Except* R50845125 0617002 G03D COMMON GIRDER 1 3 Max Uplift A=-1259(LC 39), G=-1518(LC 30), L=1451(LC 27) Max Grav A=797(LC 24), G=5673(LC 44), L=10196(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:23:06 2017 Page 1 ID:zXt38QyaOuzmkJubKFH1 FzzAh?f-nxogruogAvXLKIgTzl9btf?EhFtDxHJ1?oVbxHz66FJ 4-5-10 84-12 11-7-0 15-3-3 18-11-5 23-2-0 4-5-10 3-11-2 3-2-4 3 8 3 3 8-3 4-2-11 Scale = 1:41.0 4x6 = 2x4 4x6 = 8x8 = Iq 0 LOADING (psf) TCLL 20.0 ,-CDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0'0 Plate Grip DOL X1.15 Lumber DOL 1'15 Rep Stress Incr V NO Code IBC2015/TP12014 CSI. TC 0.31 BC 0:62 WB 0.84 Matrix -MSH DEFL. in (loc) I/deft L/d Vert(LL) -0.06 H-1 >999 240 Vert(CT) -0.19 H -I >945 180 Horz(CT) 0.03 G n/a n/a PLATES GRIP MT20 220/195 Weight: 393 Ib FT = 20% LGIVIBER- BRACING - TOP CHORD 2X4 DF No.1&BV G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G 'Except* C -J: 2X4 DF No.1 &Btr G REACTIONS. (Ib/size) A=-1025/0-5-8, G=5672/0-5-8, L=10196/0-5-8 Max Horz A=-102(LC 29) Max Uplift A=-1259(LC 39), G=-1518(LC 30), L=1451(LC 27) Max Grav A=797(LC 24), G=5673(LC 44), L=10196(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-1608/2892, B -C=-1262/2661, C -D=-2535/607, D -E=-2543/940, E -F=6798/2040, F -G=-10988/3007 BOT CHORD A -M=-2567/1533, L -M=-2561/1036, J -L=-2342!714, I -J=-1204/6050, H -I=-2183/9828, G -H=-2650/9828 WEBS B -M=-527/0, B -L=96/457, C -L=-8435/1117, C -J=-956/7503, D -J=-296/2084, E -J=-5573/812, E -I=-710/5731, F -I=-4332/635, F -H=-437/3728 NOTES- (12) 1) 3 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; �FESSIO/v MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate DOL=1.33 Q� ON10 �lr� grip � y 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This has been truss 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 J C 76428rnz 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. Q ry E /31/2018 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) * A=1259, G=1518, L=1451. 9) This has been designed truss for a total drag load of 3200 -lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist tS� CIV I\_ drag loads along bottom chord from 0-0-0 to 23-2-0 for 138.1 plf. y� FOF 10) This truss has large uplift reaction(s) from gravity load case(s): Proper connection is required to secure truss against upward CAk_\F movement at the bearings. Building designer must provide for uplift reactions indicated. June 15,2017 ® WARNING - Ver fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 6 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p A iTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus He! hts CA 95610 Job Truss Truss Type Qty Ply Airehart R50845125 0617002 G03D COMMON GIRDER 1 t` 3 Job Referenceoptional Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:23:06 2017 Page 2 ID:zXt38QyaOuzmkJubKFHI FzzAh?f-nxogruogAvXLKIgTzl9btf?EhFtDxHJI?oVbxHz66FJ NOTES- (12) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 Ib down and 41 Ib up at 14-12, 287 Ib up at 3-4-12, 287 Ib up at 5-4-12, 39 Ib down and 43 Ib up at 74-12, 1952 Ib down and 148 Ib up at 9-4-12, 1952 Ib down and 148 Ib up at 11-4-12, 1952 Ib down and 148 Ib up at 12-94, 1843 Ib down and 271 Ib up at 14-9-4, 1843 Ib down and 255 Ib up at 16-9-4, and 1843 Ib down and 237 Ib up at 18-9-4, and 1845 Ib down and 218 Ib up at 20-9-4 on bottom 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. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) , Vert: A -D=-60, D -G=-60, A -G=-20 Concentrated Loads (lb) Y ,- Vert: K= -1944(B) J=-1944(8) H=-1843(8) R=-51(8) S=1 53(B) T=1 53(B) U= -39(B) V= -1944(B) W= -1843(B) X= -1843(B) Y= -1845(B) 4 w ' A .. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only vath MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not��' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p q iTe k• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is stays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Ni fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply Airehart grip DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. R50845126 0617002 H01 Diagonal Hip Girder 2 1 Vert(LL) -0.01 E -F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.14 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:23:07 2017 Page 1 ID:zXt38QyaOuzmkJubKFH1 FzzAh?f-F7MC2EpJxDfCySPgX?ggPsYQcfKugv_BESFBTjz66Fl -2-2-3 4-4-12 84-5 2-2-3 44-12 3-11-10 - - �I a 3x4 11 Scale = 1:21.2 NOTES- (9) 44-12 1) Wind: ASCE 7-10; Vult--l15mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; 3-11-10 ' Plate Offsets (X,Y)— [B:0-0-13,Edgel grip DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.01 E -F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.14 Vert(CT) -0.03 E -F >999 180 �O ��ONIQ y BOLL 0.0 Rep Stress Incr NO WB 0.18 Horz(CT) 0.01 E n/a n/a J C 76428 Z -;0 BCDL 10.0 Code IBC2015lrP12014 Matrix -MP EXP. 12/31/2018 ti LOAD CASE(S) Standard Weight: 37 Ib FT = 20% LUMBER- BRACING - �TFOF TOP CHORD 2X4 DF No.1&Btr G CALF TOP CHORD Structural wood sheathing directly applied or 6-0-0'oc purlins, BOT CHORD 2X4 DF No.1&Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=488/0-7-6, E=341/Mechanical Max Horz B=149(LC 7) Max Uplift B=171(LC 4), E=84(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-556/88 BOT CHORD B -F=-117/485, E -F=-117/485 WEBS • C -E=-525/142 NOTES- (9) 1) Wind: ASCE 7-10; Vult--l15mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E except Qt=1b) B=171' FESSIp /444 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 66 Ib down and 14 Ib up at QFlO F� 2-9-8, 66 Ib down and 14 Ib up at 2-9-8, and 38 Ib down and 59 Ib up at 5-7-7, and 38 Ib down and 59 Ib up at 5-7-7 on top chord, �O ��ONIQ y and 10 Ib down and 3 Ib up at 2-9-8, 10 Ib down and 3 Ib up at 2-9-8, and 24 Ib down at 5-7-7, and 24 Ib down at 5-7-7 on bottom The is chord. design/selection of such connection device(s) the responsibility of others. Lv 2 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). J C 76428 Z -;0 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Elf p EXP. 12/31/2018 ti LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) �TFOF Vert: A -D=-60, E -G=-20 CALF June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall � building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fy� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss • � Truss Type Qty Ply Airehart • 850845126 0617002 H01 _ Diagonal Hip Girder 2 ' Jab Reference Systems Plus Lumber Co, Anderson, CA LOAD CASES) Standard Concentrated Loads (lb) Vert: K=15(F=-8, B-8) L=6(F=3, B=3) M= -31(F=-16, B=-16) optional 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:23:07 2017 Page 2 ID:zXt38Qya0uzmkJubKFHIFzzAh?f-F7MC2EpJxDfCySPgX?ggPsYQcfKugy_BESF8Tjz66F1 1 r ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 6 iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the q fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ - Citrus Heights, CA 95610 4 Job Truss Truss Type Qty Pty Airehart PLATES GRIP TCLL 20.0 ' TC 0.13 Vert(LL) n/a n/a 999 R50845127 0617002 HT01 Piggyback 14 1 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 C n/a n/a - BCDL . 10.0 Job Reference o tional Systems Plus Lumber Co, Anderson, CA N 8.110 s Apr 13 201 7 MI I eK Industries, Inc. I nu Jun 1 b 0/:ZJ:08 201 / rage 1 { ID:zXt380yaOuzmkJubKFHIFzzAh?f-jJwaGagxiXn3Zczs5jB3y45d43glPORKS6_iOAz66FH 4-2-5 84-10 425 425 -- Scale = 1:15.2 4x6 = B r. D 3x4 i 2x4 II ,� 3x4 8A-10 LOADING (psf) SPACING- 2-0-0 CSI: DEFL. in (loc) I/defi Vd 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 0.07 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 C n/a n/a - BCDL . 10.0 Code IBC2015/TPI2014 Matrix -P Weight: 23 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 1 Installation guide. REACTIONS. (Ib/size) A=137/7-9-10, C=137/7-9-10, D=259!7-9-10 Max Horz A=29(LC 12) Max Uplift A=-35(LC 8), C=41 (LC 9), D=-4(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C, D. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Y Q�pFESSIO/V4 � 0 N 10 y�/P •LCZ -=C C 76428 z 0 EX,P.1131/2018 * T�ICA OF��� June 15,2017 . ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �I a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ii�•�� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord member. only. Additional temporary and permanent bracing M IT�k, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VP.22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply Airehart 1-10-15 LOADING (psf) SPACING- 2-0-0 CSI. R50845128 0617002 J01 Jack -Open 4 1 Vert(LL) -0.00 G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.01 Job Reference (optional) SySMMS NIuS LltrpDer Go, .Anaerson,. GA 8.110 S Apr 13 2017 MiiTeK Industries, Inc. Thu Jun 15 07:23:08 2017 Page 1 ID:zXt38QyaOuzmkJubKFHl FzzAhWf jJwaGagxiXn3Zczs5jB3y45dZ3hAP0_KS6_iOAz66FH -1.6-0 1-10-15 1Fi-0 1-10-15 A a Scale = 1:10.5 Max Uplift C=-18(LC 8), B=-58(LC 8) Max Grav C=311 (LC 1), B=202(LC 1), D=28(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This'truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. . Q�OFESSIONgI X4,0 0 N 10 ycc F2G1/ J C 76428 �z ;0' 0 * any E /3112018 ti rSJ civil- OF IVILOF CALIF June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not ra a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design n into the overall i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - 6 A'T�1.Il' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M V 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSV Pl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 1-10-15- 1-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL . 20.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.00 G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.01 Vert(CT) -0.00 G >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 D n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -MP Weight: 8 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No:1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing " be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) C=31 /Mechanical, B=202/0-5-8, D=9/Mechanical Max Horz B=65/Lf' 8) Max Uplift C=-18(LC 8), B=-58(LC 8) Max Grav C=311 (LC 1), B=202(LC 1), D=28(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This'truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. . Q�OFESSIONgI X4,0 0 N 10 ycc F2G1/ J C 76428 �z ;0' 0 * any E /3112018 ti rSJ civil- OF IVILOF CALIF June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not ra a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design n into the overall i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - 6 A'T�1.Il' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M V 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSV Pl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type Qty Ply. Airehart R50845129 0617002 J02 Jack -Open 4 1 , Job Reference (optional) Systems Plus Lumber Co, Anderson, CA P 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:23:09 2017 Page 1 ID:zXt38QyaOuzmkJubKFH1 FzzAh?f-BWUzTwrZTgvwBIY2fQiIVHdo6TO18rDUhmkFYcz66FG 3-10-15 3-10-15 3x4 Scale = 1:15.5 r 3-10-15 3-10.15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.01 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(CT) -0.02 D -G >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 B n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix -MP Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ctuide. REACTIONS. (Ib/size) C=93/Mechanical, B=262/0-5-8, D=44/Mechanical Max Horz B=105(LC 8) Max Uplift C=-54(LC 8), B=-55(LC 8) Max Grav'C=93(LC 1), B=262(LC 1), D=68(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q9'OFEssloty � ONIO Z; 0C 76428 �z 2;0 � o EXP. 1 /31/2018 ^� 1ST CIVIL �TFOF CAL June 15,2017 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters sh3wn, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply Airehart ID:zXt38QyaOuzmkJubKFHIFzzAhW-BWUzTwrZTgvwBIY2fQiIVHdisT 08rDUhmkFYcz66FG -1-6-0 ' 850845130 0617002 J03 Jack -Open 20 1 Scale = 1:20.6 Job Reference(o lional ay5cems rms Lumoer uo, Hnaerson, UA 8.110 5 Apr 13 2017 MiTek Industries, Inc. Thu Jun 1507:23:092017 Page 1 ID:zXt38QyaOuzmkJubKFHIFzzAhW-BWUzTwrZTgvwBIY2fQiIVHdisT 08rDUhmkFYcz66FG -1-6-0 6-0-0 1 6 0 6-0-0 Scale = 1:20.6 C 6.00 12 - - C9 ., C4 - B - A 3.14 = -. D - 6-0-0 6-M LOADING (psf) SPACING- 2-0-0 CSL DEFL. in floc) I/deft Ud PLATES • GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) 0.05 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.15 D -G >478 180 BCLL 0.0 Rep Stress Incr ' YES WB 0.00 Horz(CT) 0.00 B n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -MP Weight: 20 Ib FT = 20% LUMBER- , BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BUT CHORD 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that SWUH d ' d b a I ¢ars an require cross racing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) C=152/Mechanical, B=339/0-5-8, D=74/Mechanical Max Horz B=147(LC 8) Max Uplift C=-89(LC 8), B=-59(LC 8) Max Grav C=152(LC 1), B=339(LC 1), D=109(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. _AII forces 250 (Ib) or less except when shown. ` ti _ NOTES- (7) 1) Wind: ASCE 7-10; Vult--l15mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. a - Q�pFESSIONq` Cb�O �� 0 N 10 ,S F2c P C 76428 z 30 - � o d * EXP. 12/3112018 ti T�TFOF CALIF June 15,2017 ® WARNING - VerNy design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7073 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � V� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPIt Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ Citrus Heights, CA 95610 Job Truss - Truss Type Qty Ply Airehart I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 R50845131 0617002 J04 Jack -Open 7 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.24 Vert(CT) -0.15 Job Reference (optional) Systems NIUs LU( Der uo, Anaerson, GA ts.11U s Apr 13 zul / Mt I eK maustnes, Inc. I nu Jun 1 b uf:23:1 u zul ! Nage 1 I D:zXt38QyaOuzmkJubKFH I FzzAh?f-gi2LhGsBE81 npv7EC8DX1 VAvHlKI IITdwQTp42z66FF 1b-0 6-0-0 13-0-0 1-0-0 6-0-0 7-M Ml o A G 3x4 = Iv 0 Scale = 1:38.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) 0.05 H -K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.24 Vert(CT) -0.15 H -K >463 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 F n/a n/a BCDL 10.0 Code IBC2015lTP12014 Matrix -MP Weight: 30 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) B=0-3-8, H=Mechanical, C=0-3-1. (lb) - Max Horz B=289(LC 8) Max Uplift All uplift 100 Ib or less at joints) D, E, F except C=-131(LC 8) Max Grav All reactions 250 Ib or less at joints) H, C, D. E, F except B=344(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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 puide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D, E. F. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, E, F except at --lb) C=131. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D, E, F. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q,�.pf ESSlOty =CSO �ONIO yF'P�cZ C 76428 z IY 0 EXP. 1 31/2018 1"1 sT CIVt_ �TFOF rAl- June 15,2017 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall NMI' building design: Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPlt Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314: Suite 109 Citrus Hei hts. CA 95610 Job Truss Truss Type Qty Ply Airehart I/defl ' PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 R50845132 0617002 J05 Jack -Open 1 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(CT) -0.17 Job Reference (optional) bystelns VIUS Ltlmoer 1:0, Anderson, GA F �9. A 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:23:10 2017 Page 1 ID:zXt38QyaOuzmkJubKFH1 FzzAh?f-gi2LhGsBE81 npv7EC8DX1 VAvEtJftlTdwQTp42z66FF 6-0-0 3x4 = C 6-0-0 Scale = 1:19.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) 0.06 C -F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(CT) -0.17 C -F >431 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 A n/a n/a BCDL 10.0 Code IBC2015ffP12014 Matrix -MP I Weight: 17 Ib FT = 20% LUMBER- BRACING- T^P CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=238/0-3-8, B=158/Mechanical, C=80/Mechanical Max Horz A=121(LC 8) Max Uplift A=-19(LC 8), B=-92(LC 8) Max Grav A=238(LC 1), 13=158(LC 1), C=111(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. i NOTES- (7) 1) Wind: ASCE 7-10; Vult--l15mph (3 -second gust) Vasd=91 mph; 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) A, B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�,OESSIONq, �O (ONIO Q C 76428 77FZ tiX o * EXP. 1 31/2018 ti 10 - OF CAOU June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not q a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB49 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,.218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply Airehart Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) R50845133 0617002 LAY01 GABLE 2 1 Vert(CT) n/a n/a 999 13CLL 0.0 Rep Stress Incr YES Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:23:11 2017 Page 1 I D:zXt38QyaOuzmkJubKFH I FzzAh?f-Bubjucsp?S9eQ3iRmrkmaij3EGh lckmn84 DMcUz66FE 9-5-5 9-5-5 3x5 11 H 3x4 // 0 N M L K J 1 4x4 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.15 BC 0.18 Vert(CT) n/a n/a 999 13CLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -SH ' A=334(LC 5) rt LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD BOT CHORD 2X4 DF No. 1&Btr G WEBS 2X4 DF No. 1&Btr G BOT CHORD OTHERS 2X4 DF Stud/Std G *Except' WEBS G-J,F-K: 2X4 DF No.1&BtrG REACTIONS. All bearings 9-5-5. (lb) - Max Horz A=398(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) M, K, N except A=-183(LC 6), 1=-255(LC 7), J=152(LC 8), L=-105(LC 8), 0=-146(LC 8) Max Grav All reactions 250 Ib or less at joint(s) I, J, M. K, L, 0, N except ' A=334(LC 5) rt FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-447/304, B -C=-375/250, C -D=-314/203, D -E=-296/194, E -F=-28.5/192 Scale = 1:62.8 PLATES GRIP MT20 220/195 Weight: 89 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt H-1, G -J MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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) 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 3-6-0 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) M, K, N except Qt -1b) A=183, 1=255, J=152, L=105, 0=146. 1 IN 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 11 0 Q;OFESSlONq� �O �ONIO F,L >L � 2 C 76428 z ;0 v EXP. 12/31/20]8 r June 15,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Adddional temporary and permanent bracing MiTek' k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p�/� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts, CA 95610 w Job Truss Truss Type Qty Ply Airehart 1) Wind: ASCE 7-10; VuIt=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; DEFL. in n PLATES GRIP TCLL 20.0 R50845134 0617002 LAY02 GABLE 2 1 TCDL 10.0 Lumber DOL 1.15 BC 0.13 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 Vert(CT) n/a_ n/a 999 Jab Reference optional Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:23:12 2017 Page 1 ID:zXt38QyaOuzmkJubKFH i FzzAh?f-c5956ytRmIHV2DHdKZG?6wFGgg1 HLBCwN kyv9xz66FD 7-11-5 17-5-5 7-11-5 9-" 84 // 5x6 = 3x4 11 3x4 // W - V U T S R Q P 0 N M 5x6 = 3x4 II Scale = 1:51.3 Plate Offsets (X,Y)— [E:0-2-10,Edge] [G:0-3-0,0-3-0] [R:0-3-0,0-3-0] TOP CHORD A -B=379/256, B -C=-309/206, C -D=-255/164 LOADING (psf) SPACING- 2-0-0 CSI. 1) Wind: ASCE 7-10; VuIt=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.13 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 Vert(CT) n/a_ n/a 999 Q�0 N 4 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) -0.00 M n/a n/a 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. BCDL 10.0 Code IBC2015/TPI2014 Matrix -SH * E 31/2018 ti Weight: 158 Ib FT = 20% L4JMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No. 1&BV G except end verticals, and 2-0-0 oc purlins (6-0-0 max.): E -L. WEBS 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No.1 &Btr G `Except WEBS 1 Row at midpt L -M, K -N, F -S, J-0, I -P, H -Q, G -R, E -T B-W,C-V,D-U`. 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 17-5-5. (lb) - Max Horz A=342(LC 5) Max Uplift All uplift 100 Ib or less atjoint(s) M, S, 0, P. Q, R, T except A=-147(LC 6), N=-121(LC 4), W=-138(LC 8), V=-136(LC 8), U=-140(LC 8) Max Grav All reactions 250 Ib or less at joints) M, N, S, 0, P, Q, R, W, V, T except A=283(LC 5), U=269(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=379/256, B -C=-309/206, C -D=-255/164 NOTES- (10) 1) Wind: ASCE 7-10; VuIt=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.0psf; 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) 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide FESS)Q will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Q�0 N 4 7) A plate rating reduction of 20% has been applied for the green lumber members. �O �ONIO 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) M, S, 0, P. Q, R, T --lb) A=147, N=121, W=138, V=136, except at U=140. [� 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. J Q C 76428 Z 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Of 0 * E 31/2018 ti S'T CIVIL �TFOF rn_1F June 15,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rov. 10/03/2015 BEFORE USE. *, Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall i. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Airehart I/defl C TCLL 20.0 Plate Grip DOL B R50845135 0617002 LAY03 GABLE 1 1 Lumber DOL 1.15 W rn o n/a n/a Jab Reference optional Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:23:13 2017 Page 1 ID:zXt38QyaOuzmkJubKFH1 FzzAh?f-4HjTJlu3X3PMgNspuGnEf7oRR4Or4Zp3cNiThNz66FC 7-11-5 18-3-13 7-11-5 10-4-8 5x6 11 F G 16.42 12 D 2-0-0 CSI. DEFL. in (loc) I/defl C TCLL 20.0 Plate Grip DOL B TC 0.28 Vert(LL) A n/a 999 TCDL 10.0 Lumber DOL 1.15 W rn o n/a n/a 999 AB Rep Stress Incr YES 3x4 I I Horz(CT) o AA n/a 13.42 12 Z Matrix -SH 1 3x6 \\ Y X H 5x6 \\ J 3x6 \\ K L 3x5 I I M R N e ^ 0 0 W VUT S Q P 0 3x6 \\ 3x6 = 3x4 II 9&-0-3-13 g-6-0 818-9-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.08 N n/a n/a BCDL 10.0 Code IBC2015/rP12014 Matrix -SH LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD BOT CHORD 2X4 DF No. 1&BV G WEBS 2X4 DF No. 1&BV G BOT CHORD OTHERS 2X4 DF No. 1&BV G *Except* WEBS B -AB: 2X4 DF Stud/Std G REACTIONS. All bearings 18-3-13. (lb) - Max Horz A=498(LC 7) -Max Uplift All uplift 100 Ib or less atjoint(s) 0, V except N=-149(LC 4), A=-403(LC 4), U=-103(LC 4), X=-345(LC 7), W=-258(LC 7), P=153(LC 9), Q=-136(LC 9), S=131(LC 9), T=185(LC 9), AB=-140(LC 8), AA=-150(LC 8), Y=166(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 0, N, U, V, Q, T, AA, Y except A=41 O(LC 7), X=497(LC 9), W=41O(LC 9), P=285(LC 16), S=258(LC 16), AB=252(LC 15) Scale = 1:125.4 PLATES GRIP MT20 220/195 Weight: 251 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt E -X, M -P, L -Q, J -S, C -AA, D -Y 2 Rows at 1/3 pts G -W, H -V, I -T 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 A -B=-644/643, B -C=-533/556, C -D=-499/547, D -E=-497/625, E -F=-205/273, F -G=-196/273, G -H=-413/560, H-1=432/555, I -J=-353/391, J -L=-303/317 WEBS E -X=-482/370, G -W=-395/282 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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 FESSIO grip DOL=1.33 �0 A/ Q 3) All plates are 2x4 MT20 unless otherwise indicated. O �(ONIO 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. tv= 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 J C 76428 �z will fit between the bottom chord and any other members, with BCDL = 10.Opsf. X 7) A plate rating reduction of 20% has been applied for the green lumber members. EXP. 12/3112 8) Bearing at joint(s) N, A, AB, AA considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 0, V except Gt=1b) �Q 10) Beveled plat or shim required to provide full bearing surface with truss chord at joint(s) A, X, W. V, AB, AA, Y. �TFOF ALWO`�� 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. June 15,2017 ® WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not JA a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing All iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIr PI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Pty Airehart a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall LOADING (psf) SPACING- 2-0-0 CSI. R50845136 0617002 Vol Valley 1 1 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Job Reference (optional) Systems Plus Lumber Go, - Anderson, GA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:23:14 2017 Page 1 ID:7Xt38QyaOuzmkJubKFHI FzzAh?f-YTHsWeviINXDHXRORzITCLLfoUjLp6UDrl RODpz66FB 10-5-15 20-11-14 10-5-15 10-5-15 Scale = 1:35.1 4x6 = D 3x4 i L K M J - Z, N I H 3x4 C 2x4 II 5x6- 2x4 11 5x6 = 2x4 11 ` (lb) - Max Horz A=-87(LC 9) 4> Max Uplift All uplift 100 Ib or less at joints) A, I, K except H=-115(LC 9), L==115(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) A, G, J except H=338(LC 1), 1=281(LC 20), L=338(LC 1), K=281(LC 19) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--l15mph (3 -second gust) Vasd=9l mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, I, K except (jt --lb) H=115, L=115. a 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q;pFESSIO ONIO v C 76428 z � o EXP. 12/31/2018 OF 0 - June 15,2017 ® WARNING - VerW design parametersend READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11171-7473 rov. 10/03/2015 BEFORE USE. 20-11-14 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not Plate Offsets (X,Y)— [1:0-3-0,0-3-OL[K:0-3-0,0-3-Oj r a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 G n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -SH Weight: 78 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G 'Except BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I -K: 2X4 DF 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 guide. REACTIONS. All bearings 20-11-14. (lb) - Max Horz A=-87(LC 9) 4> Max Uplift All uplift 100 Ib or less at joints) A, I, K except H=-115(LC 9), L==115(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) A, G, J except H=338(LC 1), 1=281(LC 20), L=338(LC 1), K=281(LC 19) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--l15mph (3 -second gust) Vasd=9l mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, I, K except (jt --lb) H=115, L=115. a 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q;pFESSIO ONIO v C 76428 z � o EXP. 12/31/2018 OF 0 - June 15,2017 ® WARNING - VerW design parametersend READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11171-7473 rov. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor 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 ANSIrrPlt Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply Airehart BOT CHORD 2X4 OF No.1 &Btr G . LOADING (psf) SPACING- 2-0-0 R50845137 0617002 V02' Valley 1 1 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 6.110 S Apr 13 2017 Mi l ek Induslnes, Inc. I hu Jun 1b U123:14 ZUl I Page 1 ID:z.Xt38QyaOuzmkJubKFHI FzzAh?f-YTHsWeviINXDHXRORzITCLLfkUkkp6XDr1 RODpz66FB 8-5-15 16-11-14 8-5-15 8-5-15 Scale = 1:27.9 4X6 = D .E 3x4 L K J I . H 3x4 PLATES GRIP MT20 220/195 Weight: 65 Ib FT = 20% LUMBER- BRACING- - 16-11-14 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.1 &Btr G . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.15 BC 0:07 Vert(CT) n/a n/a 999 BSLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 G n/a n/a BCDL 10.0 Code IBC2015ITP12014 - Matrix -SH PLATES GRIP MT20 220/195 Weight: 65 Ib FT = 20% LUMBER- BRACING- TQP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.1 &Btr G . BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing 4) Gable requires continuous bottom chord bearing. be installed during truss erection, in accordance with Stabilizer 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 Installation guide. REACTIONS. All bearings 16-11-14. (lb) - Max Horz A=69(LC 8) at --lb) J=284, H=117, L=117. Max Uplift All uplift 100 Ib or less at joint(s) A, I, K except J=-284(LC 3), H=-117(LC 9), L=-117(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) A, G except H=340(LC 1), 1=306(LC 20), L=340(LC 1), K=306(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, I, K except at --lb) J=284, H=117, L=117. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�oFE$SI(7NgC c_ P�(ONIO J C 76428 M o= o EXP. 12/31/2Q� ti * L i OF June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ���• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pA 4 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I V/) Iii 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 ANSMII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Airehart 12-11-14 i R50845138 0617002 V03 Valley 1 1 2-0-0 CSL DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Job Reference (optional) Systems Plus Lumber Go, Anderson, GA 6.110 S Apr 13 2U1 / MI I eK mOustneS, Inc. I nu Jun 1 b U/:23:1 b ZUl / rage 1 ID:zXt38QyaOuzmkJubKFHIFzzAh?f-OgrEkzvK2gf4vgOC?hpikYtp4u4CYZyM3hBZIGz66FA 3 6-5-15 12-11-14 6-5-15 6-5-15 Scale = 1:21.9 4x6 = C 3x4 i H 2x4 II G 2x4 II F 2x4 II 3x4 � 12-11-14 i 12-11-14 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(CT) n/a n/a 999 ®CLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 E n/a n/a BCDL 10.0 Code IBC2015frP12014 Matrix -SH • Weight: 43 Ib FT = 20% LUMBER- BRACING- TQP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-11-14. (lb) - Max Horz A=-52(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) A, E except F=-100(LC 9), H=-101(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, E, G except F=294(LC 20), H=294(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-D-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, E except (jt --lb) F=100, H=101. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ESS 10 0 N 10 U y�'P 2cZ c..1 C 76428 z 30 p, CIVIL \FOF CAL' June 15,2017 ® WARNING - VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.��' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall pp qq building design. Bradng indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y� ITe k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply Airehart PLATES GRIP TCLL 20.0 ' r Plate Grip DOL 1.15 TC 0.10 R50845139 0617002 VO4 Valley } 1 1 BC 0.06 Vert(CT) n/a n/a 999 SCLL 0.0 Rep Stress Incr Job Reference (optional) Systems Plus Lllr:lber Co, AnCerson, GA I ts.Tlu s Apr 1 J zui I mi I eK mouslnes, mc. I nu Jun 10 U/:z3:1 ta zui I rage 1 ID:zXt38QyaOuzmkJubKFHI FzzAh?f-UsPcxJwypnxXgbOZOKxHmQ_VHQFH?aWiLw7liz66F9 4-5-15 8-11-14 4-5-15 4-5-15 Scale = 1:18.0 4x6 •_ 2x4 II C D H . G F 3x4 i 2x4 II 2x4 II 2x4 II R 8-11-14 3x4 LOADING (psf) SPACING- 2-0-0 CSI. r DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 ' r Plate Grip DOL 1.15 TC 0.10 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 SCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 E n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -P Weight: 30 Ib FT = 20% LUMBER- BRACING- TQP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1 &BV G BOT CHORD Rigid ceiling directly applied or 6-0-0 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 8-11-14. (lb) - Max Hoa A=-34(LC 13) Max Uplift "rAll uplift 100 Ib or less at joint(s) A, E. F, H except G=354(LC 3) Max Grav All reactions 250 Ib or less at joint(s) A, E. G except F=390(LC 20), H=390(LC 19) 2 ' FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS, D -F=-267/171, B -H=-267/171 NOTES- (8) ' 1) Unbalanced roof live loads have been considered for this design. / 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, E, F, H except (jt --lb) G=354. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pFESS10A, P,�ONIO F•>r P� hF G1 C 76428 �z � v EXP. 12/31/2018 * s A# * : OF 2L'L� June 15,2017 ® WARNING - Verify design.parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall pp �p� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �g� iT�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 ANSIM11 Quality Criteria, DSB89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type' . ' ; }' .;:'- + •, Qty Ply Aireharl i 3x4. _ .. - �' _ + 3x4 5084514 0617002. V05 Valley ; +,' 1 �' - - - - •. 4-11-14 ... i Plate Offsets (X Y)— [B:0-3-0,Edgel - - Job Reference optional Systems Plus Lumber Co, . Anderson, CA e . or 'F•�, �• • , +. A 8.11U s Apr 13 ZU1 7 MI I ek Industries, Inc. 1 nu Jun 1b U/:Z3:16 ZUl r rage T I D:zXt38QyaOuzmkJubKFH i FzzAh?f-UsPcxJwyp_nxXgbOZOKxHmQ?RH PZHOyWILw7liz66F9 ` 2-5-15 t 4-11-14 I 2-5-15 2-5-15 - - •' ' �' . • . r ..,.. 3x6 = . - C Scale= 1:9.3 6.00 12 : ! Y d } C _ ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/1015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not -�• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall i ■ ' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - I V �q I iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ' .. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ;.t • ' ANS11 P11 Quality Criteria, DSB-89 and BCSI Building Component - 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite 109 Citrus Upi hts. CA 95610 . x x x x x x �. x , 3x4. _ .. - �' _ + 3x4 - - �'• Y� 'Y„;tic” �". .,. �. � ' - ' y - ... .. 4-11-14 - - - - •. 4-11-14 ... i Plate Offsets (X Y)— [B:0-3-0,Edgel - - LOADING (PSI) SPACING- '; ,:' 2-0-0 CSL .' } DEFL. - in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL • 1.15 TC 0.04 •' Vert(LL) n/a ,- , -, n/a 999 . MT20 220/195 TCDL , 10.0 Lumber DOL 1.15 BC 0.11, Vert(CT) : + n/a n/a ' 999 SGi.L 0.0 ' Rep Stress Incr YES_ WB 0.00 HOrz(C7) 0.00 C n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -P ' + Weight: 13 Ib FT = 20% LUMBER- , BRACING- ` L i 1'iJP CHORD 2X4 DF No. 1&BV G TOP CHORD Structural wood sheathing directly applied or 4-11-14 oc purlins. BOT CHORD 2X4 DF No. 1&BV G + �'; BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1 ` , MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer, . �• ' Installation guide. REACTIONS_ . (Ib/size) A=150/4-11-14, C=150/4-11-14 Max Horz A=17(LC 8) r Max Uplift A=-21 (LC 8), C=-21 (LC 9)— FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ` s NOTES- ' (8) ' 1) Unbalanced roof live loads have been considered for this design. ' ' .'2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.0psf; 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 ' r f ' • - 3) Gable requires continuous bottom chord bearing. , t 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrertt 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-D-0 wide + will fit between the bottom chord and any other members. ) , ` ' • .• > 6) A plate rating reduction of 20% has been applied for the green lumber members.. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C. ,8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co., 31 �QFESSIOA1 , ONIO ylF�c ` ' J . C 76428 z '. ,. o �E 3112018 • � `;4'� - t 'P T,q 'CMI. TFOF (1, CA\_\F ` June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/1015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not -�• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall i ■ ' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - I V �q I iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ' .. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ;.t • ' ANS11 P11 Quality Criteria, DSB-89 and BCSI Building Component - 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite 109 Citrus Upi hts. CA 95610 . Job Truss Truss Type Qty Ply Airehart (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 R50845141 0617002 V06 Valley 1 1 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Job Reference (optional) Systems Plus Lumber Go, Anderson, GA - d.7 iu s Apr ii zu1 I nm I ex moustnes, Inc. i nu dun lo u/:zs:i I zui I rage i ID:zXt380yaOuzmkJubKFHIFzzAh?f-z2z_9fxaalwo8 9676rApzz4KhlwOSAfX?ggg8z66F8 , 11-10-15 E I Scale =1:33.7 3x4 I H G J 2x4 I I 2x4 11 2x4 I I I F 3x4 11 ' , LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 F n/a n/a 9+'DL 10.0 Code IBC2015/TPI2014 Matrix -SH Weight: 50 Ib FT = 20% L4JMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, B2:JT CHORD 2X4 DF No. 1&BV G except end verticals. WEBS 2X4 DF Stud/Std'G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std GMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-10-15. (lb) - Max Horz A=232(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) F, H, I except G=-103(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) A, F, H except G=347(LC 2), 1=286(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- . (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) 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 3-6-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, H, I except (jt=1b) G=103. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�OfESSIOk44 . �=��O,P�•�ONIO J C 76428 � o EXP. 1 3112018 �9T CIV Il FOFCAI June 15,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. ��!' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall p�� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M I I4 eK• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply Airehart Plate Grip DOL 1.15 TC 0.28 Vert(LL) n/a n/a 999 r h R50845142 0617002 V07 Valley 1 1 WB 0.06 Horz(CT) -0.00 F n/a n/a BCDL 10.0 Code IBC2015lrP12014 Matrix -SH Job Reference(optional) Syste(ns Plus Lumber Co, Anderson, CA 8.110 S Apr 13 ZU17 MI I ek Industries, Inc. I hu Jun tb Uf:Z3:1 7 ZU1 f Page 1 ID:zXt38QyaOuzmkJubKFH1 FzzAh?f-z2z_9fxaalwo8_9676rApzz6OhlMOTJfX?ggg8z66F8 9-10-15 9-10-15 E 3x4 % I H G ° J F 2x4 II 2x4 II 2x4 II w° 3x4.11 Scale = 1:28.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 B.J, L 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 F n/a n/a BCDL 10.0 Code IBC2015lrP12014 Matrix -SH Weight: 41 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&BtrG TOP CHORD BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Stud/Std G BOT CHORD OTHERS 2X4 OF Stud/Std G Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 9-10-15. (lb) - Max Horz A=190(LC 5) t Max Uplift All uplift 100 Ib or less at joint(s) F, I except H=-172(LC 1), G=-108(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) A, F, H except G=346(LC 1), 1=315(LC 1) �c FORCES. (lb) -Max.' Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult--115mph (3 -second gust) Vasd=91 mph; 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 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, I except Qt=1b) H=172, G=108. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. s Q�pFESS/ONq� ON10 Fti w � r° C 76428 7 2� � o EXP. 12/3112018 * - _ i r - CIV11- \OF CAS June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE al -7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IViiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job . Truss V Truss Type' r r .� Qty Ply ^ Airehart , TCLL . 20.0 nit r 1.1 Vert(LL) .4 n/a - n/a 999 R50845143 0617002- V08' •ti Valley ' `; it 1 t - Rep Stress Inc YES r Horz(CT) -0.00 ' Job Reference (optional) Systems Plus Lumber Co, Anderson, CA t • t a 6.110 s Apr 13 2011 MI I eK Inauslnes, Inc. I nu Jun 1 b Ut:Z3:16 ZUl / rage 1 ID:zXt38QyaOuzmkJubKFHIFzzAh?f-RFWMM?yCLb2em8kngpMPMBVI 55T1vQolfPEMaz66F7 ' 7-10-15 - 7-10-15 Scale = 1:22.7 ., C 3x4 I f s..y1. .fa •. 6.00 12 - i' 2x4 II +` ' A'El•{ - - - - _ - r E ' i. D 2x4 11 3x4 I t• LOADING ,(psf) SPACING- 2-0-0 CSI.,`DEFL.in (loc) I/deft . Lid PLATES GRIP TCLL . 20.0 Plate Grip DOL , ' 1.15 TC 0.23 Vert(LL) .4 n/a - n/a 999 MT20 • 220/195 TCDL10.0 ;;. Lumber DOL 1.15 , BC '. 0.08 Vert(CT) n/a n/a 999 f ,LL �; 0.0 Rep Stress Inc YES WB 0.07 Horz(CT) -0.00 D n/a n/a BCDL 10.0 ' Code IBC2015/TPI2014 Matrix -P _ Weight: 28 Ib FT = 20% . t LUMBER= BRACING-, r TQP CHORD 2X4 DF N6.1 &BV G • , . TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No. 1&BV G �. except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD . Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G + * MiTek recommends that Stabilizers and required cross bracing, be installed during truss erection, in accordance with Stabilizer • t Installation guide. REACTIONS. - (Ib/size) 'A=9517-10-15, D=11917-10-15, E=358/7-10-15 Max Horz A=149(LC 5) ` t, Max Uplift D=26(LC 5), E=-121 (LC 8) - Max Grav A=105(LC 16), D=119(LC 1), E=358(LC 1) t 1 r t FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown: WEBS ` B -E=-269/175 NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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 r' , 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. o 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) D except at --lb) t , E=121. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ' .. + i y .. Q�OFESSIO/V ONIO ►_ t J �� C 76428 z i, , - ,' . ,• `• + EXP. 12/31/2018 ti glFOFCAl%F "k ,; •,. �' June 15,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall �p�p ) l building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing •� I V/T ek• 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 • ANSVTPIt Duality 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.r Suite 109 t• ^ Citrus Hei hts. CA 95610 Job Truss Truss Type Qty Pty Airehart PLATES GRIP TCLL 20.0 y 1.15 TC 0.11 R50845144 0617002 V09 Valley - 1 1 BC 0.04 Vert(CT) n/a n/a 999 fy!;LL 0.0 Rep Stress Incr Job Reference Loplional Systems Plus Wquer Go, Anaerson, GA 0., "''i vs mpr Io cu, r rvn, en mruumnes, mc. i nu dun , a —4o. IQ —1 r raqu , I D:zXt38QyaOuzmkJubKFH l FzzAh?f-RF WMM?yC Lb2em8kngpMPM BVKm5621wioIfPEMaz66F7 5-10-15_____ 5-10-15 Scale = 1:17.6 C E D 3x4 2x4 II 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(CT) n/a n/a 999 fy!;LL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 D n/a n/a BCDL . 10.0 Code IBC2015rrPI2014 Matrix -P Weight: 21 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, BOT CHORD 2X4 DF No. 1&BV G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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. (Ib/size) A=65/5-10-15, D=88/5-10-15, E=259/5-10-15 Max Horz A=107(LC 5) Max Uplift D=-19(LC 5), E=-87(LC 8) Max Grav A=73(LC 16), D=88(LC 1), E=259(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less.except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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 3-6-0 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) D, E. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus,Lumber Co. f;0FESSIONgI pN10 y�2.LG1 J C 76428 v * EXP. 1 /31/2018 ^� LD� CIVIL �TFOF CAL June 15,2017 ®WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall 4�k' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iY is always required for stabiliy 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 ANSIrrPl1 Quality Criteria, DSB-89 and BCSt Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type . Qty ' Pty - Airehart PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a 999 R50845146 0617002 V11 Valley 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOiz(CT) -0.00 C n/a n/a BCDL 10.0 Job Reference (optional) Systems Plus Lumber Go, Anderson, GA 8.1 lu 5 Fier lazuli IVII 1 art Irluubule5, Illu. I llu Jull I J V I .GJ. I c GV I I rayc I ID:zXt38QyaOuzmkJu bKFH 1 FzzAh?f-vR4laLzg6vAVOIJzEXuevO2 W3VS WUNiy_Jgnu 1 z66F6 1-10-15 - 1 1-10-15 Scale = 1:7.6 5x6 = B 3x4 i C Plate Offsets (X Y)— [B:0-1-12,0-0-14].[B:Edge 0-1-13] [C:0-1-120-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a 999 MT20 220/195 T-1 DL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOiz(CT) -0.00 C n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix -P Citrus Heights CA 95610 Weight: 5 Ib FT = 20% LUMBER - TOP CHORD 2X4 DF No.1&BtrG BOT CHORD 2X4 DF Stud/Std G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) A=46/1-10-15, C=46/1-10-15 Max Horz A=24(LC 5) Max Uplift A=7(LC 8), C=-13(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 do bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pFESSIONq� =��O ON10 Z r° C 76428 � o EXP. 12/31/2018 CIVIL OiPCAl June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing , MiTek is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 .+' - Citrus Heights CA 95610 Job Truss Truss Type oty Ply Airehart ' DEFL. in floc) I/defl Ud TCLL 20.0 850845147 0617002 V12 Valley 1 1 Lumber DOL 1.15 BC 0.03 Vert(CT) , n/a n/a 999 ROLL 0.0 Job Reference o tional Systems Plus Luber Co, - Anderson, CA 6.110 s Apr 13 2017 Mi tax Industries, Inc. I hu Jun 15 U7:Z32U ZU1 7 Page 1 ID:zXt38QyaOuzmkJubKFHIFzzAh?f-Nde7nhzStDIM?Su9oEPlRcag?vokDpM5DzuKRTz66F5 4-10-15 4-10-15 C + E D 3x4 i 2x4 II 3x4 II Scale = 1:15.1 l LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT) , n/a n/a 999 ROLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 D n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -P Weight: 17 Ib FT = 20% LUMBER- BRACING - T -DP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins, BOT CHORD 2X4 DF No.1&Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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. (Ib/size) A=50/4-10-15, D=73/4-10-15, E=209/4-10-15 Max Horz A=86(LC 5) Max Uplift D=-15(LC 5), E=-70(LC 8) Max Grav A=57(LC 16), D=73(LC 1), E=209(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- - (7) - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; ECDL=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 3-6-0 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) D, E. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q9-OFESS/0A144 P�iON10 F2 Q o� J v C 76428���cR' z X v * EXP. 1 31/2018 H i FOF CAl\F June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0372015 BEFORE USE.��' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �11t�1Ill�' 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 ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 I a Job Truss Truss Type Qty Ply Airehart Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 R50845148 0617002 V13 Valley 1 1 Vert(LL) n/a TOP CHORD 2X4 DF No. 1&Btr G MT20 220/195 BAIT CHORD 2X4 DF No. 1&Btr G Vert(CT) n/a WEBS 2X4 DF Stud/Std G Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:23:20 2017 Page 1 1` ID:zXt38Qya0uzmkJubKFHIFzzAh?f-Nde7nhzStDIM7Su9oEPtRcahFvohDpy5DzuKRTz66F5 2-10-15 2-10-15 F Scale = 1:10.1 B t 1 LOADING (pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 0.0 Rep Stress Incr YES .ByCLL 6CDL 10.0 Code IBC2015ITP12014 s LLIMBER- Vert(LL) n/a TOP CHORD 2X4 DF No. 1&Btr G MT20 220/195 BAIT CHORD 2X4 DF No. 1&Btr G Vert(CT) n/a WEBS 2X4 DF Stud/Std G t I . a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall C 3x4 i 3x4 11 . 4. CSI. DEFL. ' in (loc) I/deft Ud PLATES GRIP TC 0.05 Vert(LL) n/a n/a 999 MT20 220/195 BC 0.03 Vert(CT) n/a n/a 999 WB 0.00 Horz(CT) -0.00 C n/a n/a Matrix -P • Weight: 9 Ib FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins, except end verticals. 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) A=86/2-10-15, C=86/2-10-15 S Max Horz A=45(LC 5) Max Uplift A=-12(LC 8), C=24(1_C 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) 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 3-6-0 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 joints) A, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q,pFESSIONq! ONIO r° C 76428 EXP. 12/31/2018 CIV Il FOFCAI June 15,2017 ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101031201S BEFORE USE. Design valid for use only with Mi connectors. This design is based only upon parameters shown, and is for an individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and braung of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Airehart PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 R50845149 0617002 W01 IRafter TCDL 10.0 2 1 BC 0.00 Vert(CT) -0.00 A >999 180 WILL 0.0 Rep Stress Incr Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 15 07:23:21 2017 Page 1 ID:zXl38QyaOuzmkJubKFHI FzzAh?f-rpCV?1_5eWQDdbTMMxw6_p7sQl7OyGCFSdeuzvz66F4 1.6-7 1-6-7 B 6.00F1_2 N2 `y, O A r ' W rr 0 BUILDING DESIGNER SHALL NOTE MAGNITUDE OF CALCULATED DEFLECTIONS. Scale = 1:8.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. J in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 A >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(CT) -0.00 A >999 180 WILL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 B n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MP Weight 3 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-6-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=44/0-3-8, B=44/0-3-8 Max Horz A=30(LC 8) Max Uplift A=-14(LC 8), 13=29(LC 8) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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 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. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, B. 6) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. . r oQ�pFESSIONq� P�(ONIO 16, C 76428 �z m o * EXP. 3112018 CIVIL ��x OF r 4,1 June 15,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall pi.■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply Airehart PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 R50845150 0617002 W02 Rafter 2 1 BC 0.00 Vert(CT) -0.00 A >999 180 1tILL 0.0 Rep Stress Incr Job Reference optional SyslemS Hlus LuMer GO, • , Anaerson, GA 0.1 IV SAPF IJLV If IVII 1 eR I IIUUIFIIe;'J, IIIU. I I IV JUI I IJ Vr.LJ.41 GU IF rdyUI ID:zXt38QyaOuzmkJubKFHI FzzAh7f-rpCV?1_5eWQDdbTMMxw6_p7sQ17OyGCFSdeuzvz66F4 1.6-7 1-6-7 Scale = 1:8.3 B 6.00 12 N ! p N A N 0 M 0 BUILDING DESIGNER SHALL NOTE MAGNITUDE OF CALCULATED DEFLECTIONS. 1-6-7 1-6-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 A >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(CT) -0.00 A >999 180 1tILL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 B n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -MP Weight: 3 Ib FT = 20% LUMBER- BRACING- TI16P CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-6-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) A=44/0-3-8, B=44/0-3-8 - Max Horz A=30(LC 8) Max Uplift A=-14(LC 8), B=-29(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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 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. . I 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, B. 6) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. oQ'g)FESS10/V ccv P�� 0 N 10 C 76428 z 0 * EXP. 1 /31/2018 m CMV FOF C AL June 15,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE AM Design valid for use only with MiTek® connectors. This design is based only upon parameters shcvm, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall p � iTek• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering system ® General safety Notes PLATE LOCATION AND ORIENTATION ,4_ 3/ ' Center plate on joint unless x, y I I 4 indicated. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury offsets are Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X -bracing, is always required. See SCSI. 0-11611 cr-z cz-3 +4 2. Truss bracing must be designed by an engineer.For' wide truss spacing, individual lateral braces themselves WEBS 4z, p may require bracing, or alternative Tor I braang should be considered. m 0 of astack 3. Never exceed the design loading shown and never materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c�-e cs-� css desi ner, erection supervisor, owner and property � plates 0- 'lid' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 -,a5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector laces. P THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content lumber software or upon request. shall not exceed 19% at time of fabrication.. , PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for PLATE SIZE ICC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10_ Camber is a non-structural consideration and is the 4 4 width measured perpendicular ESR -1311, ESR -1352, ESR1988 'responsibility of truss fabricator. General practice is to x to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION _ 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified.. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with 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 an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: National Design Specification for Metal 1p 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DS6-89: Design Standard for Bracing. BSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate S Connected Wood Trusses. MiTek Engineering R,-ferwce.J,,eet: Mll-7473 rev. 10/03/2015 W02 Jol J02 SY.-.s,T-,Ems:-P-Lus LUMBER CO. ---Atc Irehart