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HomeMy WebLinkAboutB16-2897 040-260-026BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY FINAL REPORT Final inspection will not be scheduled until completed report submitted APN: Building Permit # Owner Name: Jobsite Address: Jobsite Contact: Owner Phone: 1 ) Project Type: ❑ Construction ❑ Demolition Submit completed form in person or by mail to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Company: Jobsite Phone: ( ) MATERIAL Reuse Tonnage Recycle Tonnage Disposal Tonnage ACTUAL FACILITIES/SERVICE PROVIDERS USED Inert Material (concrete, asphalt) Lumber Plant/Tree Debris - Dry Wall Metal Cardboard Other: Other: Total tons of material disposed of (not recycled or reused) Total tons of material not disposed (either recycled of reused) , Percent recycled/reused % Please sign indicating that the above information is true and correct to the best of your knowledge: Applicant: (Owner or Contractor): Circle which Final Report returned with comments: (Initial) Date: Date: Attach copies of weight receipts, gate tags, or other verifying information for all materials that were reused, recycled or disposed. OEVROPMENI SERVICES Final Report approved: (Building Inspector) Date: BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY PLAN: Pre -Construction Building permit will not be issued until completed plan submitted 2 APN: V i"'Q — 24.Q —0 Z (;r_, Building Permit # Owner Name: Submit completed form in person or by mail or fax to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Phone: (530)538-7601 Fax: (530)538-2140 Owner Mailing Address: r7%� rev !�eJQ J ��i' ° C�'IG0 Owner Phone: 1�Tq c/-% Jobsite Address: !,3' F-1, (-l< �'� Project Sq. Ft.: '0 Z l Project Type:X"Construction !.IDemolition Jobsite.Contact: Z-.- ✓X - Poli a - Po Company: `/ 1 r'4'P'- (�O"I r. Jobsite Phone: ( �VCJ `^ &,7,? % Brief description of project: >N (?uJ AovSz By signing below, I acknowledge that I am responsible for complying with the requirements of Ordinance 2006-3925 (Chapter 31, Article VII) related to recovery of construction and demolition debris and the lack of compliance may result in delays in issuance of building/demolition permit(s), hold on final inspection(s) and/or penalties. Applicant: (Owner/ Contractor) Signature: (Circle) (2) Date: MATERIAL 1 Reuse Recycle Dispose FACILITIES/SERVICE PROVIDERS TO BE USED 3 Inert Material (concrete, asphalt) Lumber Plant/Tree Debris Dry Wall Metal Cardboard Other: Other: Recovery Plan approved: Date: (Building Division) Please refer to the Butte County online Recycling Directory for local recycling service providers at:www.RecycleButte.net. Job i_ fA6 Truss Truss Type Qty Ply CRANE 6.00 f12 NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. _R49827096 1612-053 A07D CALIFORNIA 1 1 4x4 C)FESS/() 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for 10.0 bottom live 3x4 a psf chord load nonconcurrent with any other live loads. 6)' This truss has been designed for live load 20.Opsf Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Feb 24 13:33:04 2017 Page 1 I D:CKVADg8YfTXxnnxpOtruO5y9NcO-3gmcizSsh?VZUgfwlpZWxORBydFGuAQOYxlwedzhvkD �2-0-0 , _ _ _ 5-3-0 9-11.8 13-8-4 17-6-12 17-�1-11 22-0-5 22-5 4 26-9-15 31-0-0 37-3-4 39-10-8 2-0-0 5-3-0 4 8-8 3-8-12 3-10-8 0 4-15 4.0-10 0-4-15 4-4-11 4-2-1 6-3 4 2-71 V 1 �• (rC/ 1 / ., r5. `T 5x8 = Scale = 1:73.1 'VT 5x8 = H -Q=-356/556, K -O=-602/538, L -O=-1005/1400, L -N=-1202/900, I -P=-348/470, DATE'S 6.00 f12 NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. PSI � 2017 G AC, grip DOL=1.33 4x4 C)FESS/() 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for 10.0 bottom live 3x4 a psf chord load nonconcurrent with any other live loads. 6)' This truss has been designed for live load 20.Opsf �� Dfr Ve,L0PMENT'4x5 F will fit between the bottom chord and any other members. I 3x6 7) A plate rating reduction of 20% has been applied for the green lumber members. K Lu C SERVICES 3x6 EkP. i!3/31r201& 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 620 Ib uplift at joint B, 734 Ib uplift at J 3x4 joint U, 399 Ib uplift at joint M and 814 Ib uplift at joint N. E drag loads along bottom chord from 0-0-0 to 39-10-8 for 103.6 plf. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A4)Fb 4 q D 17-8-8, and 38 Ib down and 68 Ib up at 20-0-0, and 210 Ib down and 179 Ib up at 22-3-8 on top chord. The design/selection of ec K WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual buildingcomponent, not C 3x4 % building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members or:ly. Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI rPl1 Quality Criteria, DSB-89 and SCSI Building Component 9 � C Suite 109 R 4x5 S 5x8 It O L 17 B 4x4 % 4x4 c oA T 4x6 P 4x4 M. tq V U 4.00 12 O 0 N = 2x4 11 6x8 M18SHS 3x5 = 5x8 = 2x8 II 3x5 5-3.0 9-8.12 9-1.1-8 13-8 4 17-6-12 20.5-12 22-5 4 26-9-15 31-0-0 37-3-4 39-10-8 5-3-0 4-5-12 0-2-12 3-8-12 3-10-8 2-11-0 18 4-4-11 4-2-1 6-3 4 2-7-4 Plate OffsetsX( ,Y)_- [G:0-4- 00-1-41 [H:0-4- 00-1-41,[0:0-5-12,0-2-81�[U:0-3-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) 0.06 P >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.20 Vert(TL) -0.15 P -Q >999 180 M18SHS 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.07 M n/a Ilia BCDL 10.0 Code IBC2012rTP12007 Matrix -MSH Weight: 240 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins, except BOT CHORD 2X4 DF No. 1&Btr G *Except* 2-0-0 oc purlins (5-9-2 max.): G -H. R-U,O-R: 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2X4 DF Stud/Std G 10-0-0 oc bracing: Q-R,P-Q. REACTIONS. All bearings 0-5-8 except Qt=length) B=0-3-8, M=Mechanical (lb) - Max Hoa B=173(LC 27) Max Uplift All uplift 100 Ib or less atjoint(s) except 8=-620(LC 27), U=-734(LC 27), M=-399(LC 40), N=-814(LC 30) Max Grav All reactions 250 Ib or less atjoint(s) except B=732(LC 24), U=2186(LC 1), M=396(LC 27), N=1335(LC FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when siown. PERMIT # TOP CHORD B -C=-1365/1332, C -E=-857/1074, E -F=-617/620, F -G=-962/553, G -H=-1237/760, BUTTE COUNTY DEVELOPMENT 86RV10ES H -I=-1496/1174, I -K=-1760/1390, K -L=-2022/1663, L -M=-791/789 REVIEWED +PQM,IF- Q-R=-430/1314, BOT CHORD B -V=-1200/1313, U -V=-762/780, T -U=-815/505, S -T=-406/536, R -S=-510/891 CnDIr (-AWK 1Al P -Q=-643/1416, O -P=-780/1195, N -O=-472/477, M -N=-699/703 WEBS C -U=-441/147, E -U=-1612/732, G -S=-778/493, G -R=-430/827, H -R=-517/594,4 7 / H -Q=-356/556, K -O=-602/538, L -O=-1005/1400, L -N=-1202/900, I -P=-348/470, DATE'S K -P=-444/519, I -Q=-571/476, F -T=-1180/588, E -T=-566/1323, F -S=-460/907 J� NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp 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. C)FESS/() 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for 10.0 bottom live LUQ 1E00 a psf chord load nonconcurrent with any other live loads. 6)' This truss has been designed for live load 20.Opsf �� a of 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. oC 75435 �' 7) A plate rating reduction of 20% has been applied for the green lumber members. K Lu C 8) Refer to girder(s) for truss to truss connections. EkP. i!3/31r201& 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 620 Ib uplift at joint B, 734 Ib uplift at joint U, 399 Ib uplift at joint M and 814 Ib uplift at joint N. 10) This truss has been designed for a total drag load of 4130 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 39-10-8 for 103.6 plf. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A4)Fb 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 228 Ib down and 135 Ib up at 17-8-8, and 38 Ib down and 68 Ib up at 20-0-0, and 210 Ib down and 179 Ib up at 22-3-8 on top chord. The design/selection of ec February 27,2017 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members or:ly. Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI rPl1 Quality Criteria, DSB-89 and SCSI Building Component T777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 JobTruss Truss Type Qty Pty CRANE 849827096 1612-053 A07D CALIFORNIA 1 1 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Feb 24 13:33:04 2017 Page 2 I D: CKVADg8YfTXxnnxpOtru O5y9NcO-3g mcizSsh?VZUgfwlpZWxO RByd FGuAQOYx lwedzhvkD 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 -G=-60, G -H=-60, H -M=-60, U -W=-20, R -U=-20, O -R=-20, O -Z=-20 Concentrated Loads (lb) Vert: G=-182 H=-163 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 MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not• t a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire �' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 y GREGORY A. PEITZ ARCHITECT 383 RIO LINDO AVENUE, CHICO CA 95926 (530) 894-5719 PROJECT: A, A PJ I have reviewed the truss submittal for the above project and all loading a design criteria have been met. /Gregory A. Peitz Architect .B�T'TE CC�TY DEC 3 � 2p16 VOL ppMEI3T �ICES BUTTE COUNTY BUILDING DIVISION APPROVED :'w �f U.S. DEPARTMENT OF HOMELAND SECURITY ;OMB No. 1660-0008. Federal Emergency Management Agency Expiration Date: November 30, 2018 National Flood Insurance Program ELEVATION CERTIFICATE Important: Follow the instructions on pages Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. SECTION A — PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owners Name Policy Number. Gary & Deborah Crane A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Company NAIC Number. Box No. 9337 Frederick Lane City State ZIP Code Durham California 95938 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) APN: 040-260-026 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential A5. Latitude/Longitude: Lat. 39N 38'2T' Long. 121W 46'49" Horizontal Datum: ❑ NAD 1927 ❑x NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1 B A8. For a building with a crawlspace or endosure(s): a) Square footage of crawlspace or enclosure(s) NIA sq ft b) Number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade N)1A C) Total net area of flood openings in A8.b N BUTTE A sq in COUNT' d) Engineered flood openings? ❑ Yes K No DEC 3 0 2016 A9. For a building with an attached garage: DEVELOPMENT a) Square footage of attached garage 570 sq It SEIiV��E� b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade ZA PERMIT # c) Total net area of flood openings in A9.b _ sq in BUTTE COUNTY DEVELOPMENT SERVICES d) Engineered flood openings? [—]Yes n No REVIEWE ® FO R CODE COMPLIANCE SECTION B — FLOOD INSURANCE RATE MAP (P1Afill)-INF-ORMATIO B1. NFIP Community Name & Community Number B2. County Name B3. State Butte County 060017 Butte California B4. Map/Panel B5. Suffix B6. FIRM Index B7. FIRM Panel 88. Flood Zone(s) B9. Base Flood Elevation(s) Number Date Effective/ (Zone AO, use Base 06007C0520 E Revised Date Flood Depth) 01/06/2011 01/06/2011 AE 155.2 B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 139: ❑ FIS Profile ❑x FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item 139: ❑ NGVD 1929 ❑x NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes 0 No Designation Date: ❑ CBRS ❑ OPA FEMA Form 086-433 (7/15) Replaces all previous editions. 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I- ( ni pe ' -',�+ ' a OAA ni aFnUiega bocft'%, sq c Jeri triol {o `asY i ; ":,,^.rtGvnp rcait t.9:Garipr- (b '. n(nr41 yinu ") .Si8 l isdrnaVl �:inumrrio:) �S smsV y)inurnmo:} ril3t1 .rL� t`iof, -vatj bocAl- L-8-08 OF (?)9!ia.3 JOGt 13n$ ,78 stint iJ!it1 cel l?1Ur:. a _fra ts21. ,Q. 9nJ...) t9JG�..,...+ 3.ACl � 19t+fnU✓I (rtigsr hyo?� 660 bselveR /f�VWiI�iV 3i� RSC��Ct7c7t!C' , t'i baislon r?luc+b ixic?i w oJsD (Tis) npvvv41y hula ssSB sPwi 10 1511ii44 061 91Rrlt}n1 Atte _ - 'a31U4C�-iihf'.JQ �f`. t]S'irrri9ljC] �'finiN(1ry;l:j � i1'it31=ti !^J 9110;`1 U) i _UV- ;9"a7ooVi!5rPO f, OVAM LY] em (lv;)"s'i L ,ns rrioli'm 338 iol b3:;u mJ16h noltsv-ev!9 9",bi! .r £,1 i) o!" a N, �� r%Agt.j f9}FtD9 J ttOl9 ^zi u�sr':u 1G SGltG (P.r3t'?0; (!SnJ2�2 8^i`i' J3rts9F 7gi" :Sf� ts12 �o.) t; t1R G9'cfi.SC)I CiT!Jtl:,ii 9rt) r:! ,Cf'h A q C, ,i ~' _9L L.J...' _� r _ �1Srl:f1Q+JFfi�i29O 8it+ t sgr,,q rnoo ,iolibo zu^,Rvv q lis /8t1`i) U -:k 3C rmo7 AIA -:4, - ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding Information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 9337 Frederick Lane City State ZIP Code Company NAIC Number Durham California 95938 SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑x Construction Drawings" ❑ Building Under Construction' ❑ Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al A30, AE, AH, A (with BFE), VE, V1 V30, V (with BFE), AR, AR/A, AR/AE, AR/Al-A30, AR/AH, AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: KS1132 Vertical Datum: NAVD 1988 Indicate elevation datum used for the elevations in items a) through h) below. ❑ NGVD 1929 ❑x NAVD 1988 ❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 157 30 x❑ feet ❑ meters b) Top of the next higher floor NSA. ❑x feet ❑ meters c) Bottom of the lowest horizontal structural member (V Zones only) NSA. x❑ feet ❑ meters d) Attached garage (top of slab) 157 20 ❑x feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building NSA. ❑x feet ❑ meters (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 156 4 ❑x feet ❑ meters g) Highest adjacent (finished) grade next to building (HAG) 156 8 ❑x feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs, including NSA ❑x feet ❑ meters structural support SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? ED Yes ❑ No ❑ Check here if attachments. Certifier's Name License Number Lauren J. McSwain 8754 N Title Professional Land Surveyor V i.14�19 Company Name Feeney Engineering & Surveying, Inc. -J N NJ'9 Address54 PMB 301,. 236 W. East Avenue, Suite A Cp1.�F0 City State ZIP Code Chico California 95926 Signature Date Telephone a/26/ILD (530) 570-7174 Copy all ag of is Ele tion rtifi d all attachments for (1) community official, (2) insurance agent1company, and (3) building owner. Comments (including type of equipment and location, per C2(e), if applicable) FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 2 of 6 ` PERMIT # A&I6 BUTTE COUNTY DEIIELOOMW �Gftdbg REVIEWED FOR - COD COMPLIANCE ff Systems Plus Lumber Co. 1800 S. Barney Rd. Anderson, CA 96007 (530) 318-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www. systplus. Com INSPECTION AGENCY Timber Products Inspection, Inc. BUTTE 105 31.E. 124`h Avenue COUNTY Vancouver, WA 98684 DEC 3 0 2016 Tel: (360) 449-31.38 Fax: (360) 449-3953 DEVELOPMENT SERVICES *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * ICC ES Report ESR-13II&.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/R502.11.floor) TRUSS ENGINEERING LAYOUT YES 9 NO Q Standard Tniss Detail Title Detail if = Tnnhided Gable End 85 Wind B 1 ✓ Gable End 110 Wind B 1A Gable End 110 Wind C 113 Hat Truss over 6/12 2 Hat Truss under 6/12 2B Web Bracing Details 3 ✓ Valley Fill Frames 4 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 HVAC 10 Truss Data 11 ✓ Purlin Gable 12 - BCSI at www.shcindustLN.com BCSI-B1 Summary Sheet at www.sl)cindustrv.com Systems Plus Job Number 1612-053 Date 12/22/2016 Revision(s) Customer CRANE RESIDENCE Project Location DURHAM PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE NOTE BCSI-B1 SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES L.Q: SPY SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS.LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED, -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT*SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MJI/SAC51 & MIUSAC-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-Bl SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. r STANDARD GABLE END DETAIL MIUSAC - 20 4/27/2004 PAGE 1 OF 2 151 CONT. BR #DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR —ALTERNATE BRACING DETAIL — 1X4'OR 2X3 (TYP) VARIES TO COM. 1 2 TRUSS F1 . VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. LOADIN((pst SPACING 2-0-0 TCLL 50.0 Plates Increase 1.15 TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC/IRC TOP CHORD 2 X 4 DFL/SPF/HF - No.2 BOT CHORD 2 X 4 DFL/SPF/HF - STUD/STD OTHERS 2 X 4 DFL/SPF/HF - STUD/STD SHEATHING (BY OTHERS 3 112" NOTCH AT 24" O.C. (MIN.) TOP CHORD NOTCH DET 4L—_-ee.._ 24" MAX 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW MITek Industries, Inc. Western Division 24' O.C. 3x5 = ~<OHI?�yF�,��, END w !'jam WALL �IGID CEILING « ry MATERIAL ..'2a 2 DETAIL A FXp.1-31-1b cNlt MAY 14 201 SOF c LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 71-0" 2 16d 71-011 16d OVER 8'-611 4 - 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS I WITHOUT BRACE WITH LATERAL BRACE WITH L - BRACE 12'INCH O.C. 1 6-7-0 13-2-0 11-0-0 16 INCH O.C. 1 5-8-0-4_ 24 INCH O.C. 1 4,8_0_4_ 7-9-0 NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3 -SECOND GUST, EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAILA (SHOWN.ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT, STUD HEIGHT OF V-6". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 Q IVARMNO • VerlJy design par—cf.- and READ NOTED ON TATS AND INCLUDED IdITEK REFERENCE PAGE 17A--7473 BEFORE USE, Design void for use only wilh Mitek connect on. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design paramenlers and proper Incorporation of component Is responslbirily 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 k the responsiblilly of the building designer. For general guidance regarding labricalion, qually control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS8-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive. Madison. WI 53719. 7777 Greenback Lane �® suite 109 Cluus Heights, CA, 9581_ W MITek® STANDARD GABLE END DETAIL MII/SAC - 20 4/27/2004 PAGE 2 OF 2 4- 10d NAILS MIN. ,PLYWOOD SHEATHING '1 TO 2X4 STD. DF -L BLOCK 2- 10d (TYP) t -A I 1 /•/ I I I SIMPSON A34 — OR EQUIVALENT LEDGER 2X4. No. 2 OR BTR GABLE EN 6'-3" MAX TO BEARING WALL 2X4 BLOCK + 45° `2X4 SrJD OR BTR SPACED @ 5'-0" O.C. SHALL E PROVIDED AT EACH END.OF BRACE. EXCEPT FOR BRACE EXTENDED `,STRONGBACK INTO E CHORDS & CONNECTED TO 2X4 No. 2 OR BTR CHOF S W/ 4-10d NAILS. MAX. NGTH = T-0" STANDARD TRUSSES r.. "' by SPACED @ 24" O.C. No. C76428 EXP. 12-31-16 ALTERNATE BRACING DETAIL NOTES 1)2X4 N0:2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2)2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. MAY 1'4 2015 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS 4)THE 1.0d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3:0" LIST) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM.PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. ® WARRING • Vcrlfy design parametem and READ NOTES ON TRIS AND INCLUDED hUrEKREFEl7ENCE PAGE MU -7473 BEFORE USE.7777 su le 1 Greenback Lane � Design vold for use onN with M1ek connectors. This design Is based only upon paromelersshown, and Is lar an Individual building component Citrus Heights, CA, 9581 ��]`' Applicability of design ponmenlers and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is Ior lalerol support of individual web members only. Addlllonal lemporary.brocing to insure stability during construction Is the responsiblily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding pp jT' fobricallon, quality control storage, delivery, erection and bracing, consul[ ANSIMII Quality Cdterlo-DSB•B9 and BCSII *Building Component p A�/ Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive,.IAodaM on. W153719. � erk 1 �1 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL MII/SAC - 2 4 PAGE 1 OF 1 '(MAY BE USED FOR DRAG TRUSSES) gin u' GENERAL NOTES: MAY 14 2015 50 Q��U'�tOty��`�ivIssion Inc. 1. UPLIFT AND LATERAL LOAD CAPACITY OF c THIS DETAIL SHALL BE REVIEWED AND APPROVED BY PROJECT ENGINEER OR NO. C7 QUALIFIED BUILDING DESIGNER. ECP. 1 izi 2. PITCH=12112 MAX 3. MAX CAP TRUSS SPAN = 20--0" ` CIVIlu 4. MAXIMUM SHEAR CAPACITY OR LATERAL LOAD "Z' OF TRANSFER BETWEEN PIGGBACK AND BASE TRUSS= ISO PLF TYPICAL PIGGYBACK TRUSS CONNECTION (MAY BE USED FOR DRAG TRUSSES) * 2 x _ x 6'-0" SIZE TO MATCH TOP CHORD OF PIGGYBACK / ,% 8-- x B 1/2" X 1/2" PLYWOOD (or 7/16" OSB) ATTACHED TO ONE FACE OF TOP GUSSET EACH SIDE AT EACH BASE TRUSS CHORD WITH 2 ROWS OF 10d (0.131" x 3") ,r ,i JOINT OR MAX. 24" O.C. ATTACH WITH NAILS SPACED 6" O.C. AND STAGGERED r 2 -10d NAILS INTO EACH CHORD FROM \ / i'A EACH SIDE (TOTAL- 4 NAILS EACH CHORD) ATTACH TRUSS O16dNAILSTOE WITH EACH PURLINI 2 LED. BAS TRUSS 7771 Greenback Lane -® Sura 1 Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an IndMdual budding component. Citrus Heights. CA, 9561 SPACE PURLINS ACCORDING TO THE MAXIMUM ATTACH EACH PURLIN TO TOP SPACING ON THE TOP CHORD OF THEBASE CHORD OF BASE TRUSS WITH TRUSS (SPACING NOT TO EXCEED 24" D.C.). 2 -16d NAILS. APURUN TO BE LOCATED AT EACH BASE TRUSS JOINT. �e FOR PIGGYBACK TRUSSES WITH SPANS < 12' SCAB MAY BE OMMITED PROVIDED THAT: ROOF SHEATHING TO BE CONTINUOUS OVER JOINT erector. Addllional permanent bracing or the overall structure Is the responsibility of the budding designer. For general guidance regarding (SHEATHING TO OVERLAP MINIMUM 12. OVER JOINT) * CAP CONNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN DETERMINING OVERALL UPLIFT CAPACITY. IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS (MAY BE USED FOR DRAG TRUSSES) * 2 x x 6'-0" SIZE TO MATCH TOP CHORD OF PIGGYBACK. ATTACHED TO EACH FACE OF TOP CHORD WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 6" D.C. AND STAGGERED REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. 9c 6Op 8" x 8 1/2" x 1/2" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT EACH BASE TRUSS 8 JOINT OR MAX. 24" O.C. ATTACH WITH 2 -10d NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 4 NAILS EACH CHORD) 2x4 PURLINS @ 24" O.C. ATTACHED W/ 2-10 D NAILS MAXIMUM UPLIFT SCAB CAPACITY USING (10) 10d (0.131" X 3") NAILS: SYP = 1060 LBS SPF = 820 LBS DF = 970 LBS HF = 840 LBS SPF -S = 720 LBS MAXIMUM UPLIFT PURLIN CAPACITY USING (2) 16d (0.131" X 3.5") NAILS: SYP = 117 LBS SPF = 60 LBS DF = 92 LBS HFe: 63 LBS SPF -S = 41 LBS MAXIMUM UPLIFT SHEATHING CAPACITY USING 1/2" SHEATHING AND (2) 8d (0:*131" X 2.5") NAILS: SYP = 82 LBS SPF = 42 LBS DF = 64 LBS HF = 44 LBS SPF -S = 28 LBS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 MAXIMUM UPLIFT GUSSET CAPACITY USING 7/16" GUSSETS AND (4) 1 O (0.131"X 3") NAILS: SYP = 300 LBS SPF = 276 LBS DF = 294 LBS HF = 276 LBS SPF -S = 258 LBS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 ® WARNING • Verify design parameters and READ NOTES ON TRIS AND INCLUDED JWTEK REFERENCE PAGE MU -7473 BEFORE USE, 7771 Greenback Lane -® Sura 1 Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an IndMdual budding component. Citrus Heights. CA, 9561 ly or design poramenters and proper incorporation of component is responsibMly of building designer - not truss designer. Bracing shown -Applicabfdor is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbd9ly of the erector. Addllional permanent bracing or the overall structure Is the responsibility of the budding designer. For general guidance regarding fabrtaollon, qu 10 control storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdteda. DSU -89 and BCSII Budding Component Solety Infoanallon ovadabia storage. Plate Institute, 5B3 VOnordo Drive, Madison, WI53719. M;jek� [61AA H 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE =D0 0 00 0 00 a MiTek USA, Inc. D MiTek USA, Inc. Page 1 of 1 Bay size shall, be measured in between the centers of pairs of diagonals. MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE C D 10'-0" 1610 1886 1886 2829 3143 3143 4715 2358 2358 3536 1886 1886 2829 , 12'-0" 1342 1572 1572 2358 4715 7074 14'-0" 1150 1347 1347 2021 1 X 4 #2 SRB (DF, HF, SPF) 16'-0" 1006 I 1179 1179 1768 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 Bay size shall, be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK'STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE 'STABILIZER' TRI I.CC RRA/ANr: INATAI I ATInN (;I IMP ANr1 PRMI Ir'T gP9r.1F1r.AT1n1 TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) GENERALNOTES TYPE BRACING. MATERIALS 1. DIAGONAL BRACING ISREOUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A _OR_ 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131')¢.5') FOR 1x4 BRACES, 2.10d (0.131'x3') FOR 2x3 and 2x4 BRACES, AND 3-10d (0.131*x3*) FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X2.5') NAILS FOR 1.4 LATERAL BRACES, 2-10d (0.131'x3') NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3-10d (0.131.4') FOR 2x6 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTRUTE. —.sbcindustry.com and—.,pinst.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8, TABULATED VALUES ARE BASED ON A DOL. = 1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK'STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE 'STABILIZER' TRI I.CC RRA/ANr: INATAI I ATInN (;I IMP ANr1 PRMI Ir'T gP9r.1F1r.AT1n1 TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) March 4, 2013 T -BRACE / I -BRACE DETAIL ST - T -BRACE �0 ® MiTek USA, Inc. Page 1 of 1 FVIEDNote: T -Bracing / I -Bracing to be used when continuous lateral bracing 0o is impractical. T -Brace / I -Brace must cover 90% of web length. aNote: This detail NOT to be used to convert T -Brace / I -Brace MiTek USA, Inc. webs to continuous lateral braced webs. Nailing Pattern T -Brace size Nail Size Nail Spacing 1 x4 or 1x6 10d 8" o.c. 2x4 or 2x6 or 2x8 16d 8" o.c. Note: Nail along entire Iength'of T -Brace/ I -Brace (On Two -Ply's Nail to Both Plies) WE Nails Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size. 1 2 2x3 or 2x4 1 x4 (') T -Brace 1 x4 (') I -Brace Nails Web -Brace Nails T -Brace / I -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)(_ bracing material, use IND 55 for T-Brace/I Brace 2x6 1 x6 (') T -Brace 2x6 I -Brace 2x8 2x8 T -Brace MI -Brace Nails Brace Size for Two -Ply Truss Specified Continuous ' Rows of Lateral Bracing -- SPACING Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace Ar 2x6 2x6 T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x8 I -Brace Nails Web -Brace Nails T -Brace / I -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)(_ bracing material, use IND 55 for T-Brace/I Brace JANUARY 1, 2009 LJ� 0 00 0 00 a MiTek USA, Inc. Nailing Pattern L -Brace size Nail Size Nail Spacing 1 x4 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) WE Nails L -BRACE DETAIL ST - L -BRACE MiTek USA, Inc. Page 1 of 1 Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. Web L -Brace must be same species grade (or better) as web member. L -Brace Size for One -Ply Truss "' DIRECT SUBSTITUTION NOT APLICABLE L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 *** 2x6 1 x6 ** 2x8 2x8 *** "' DIRECT SUBSTITUTION NOT APLICABLE L -Brace Size for Two -Ply Truss "' DIRECT SUBSTITUTION NOT APLICABLE Specified Continuous Rows of Lateral Bracing Web Size 1 2 20 or 2x4 2x4 '** 2x6 2x6 *** 2x8 2x8 "' DIRECT SUBSTITUTION NOT APLICABLE JANUARY -1, 2009 SCAB -BRACE DETAIL ST - SCAB -BRACE MiTek USA, Inc. Page 1 of 1 Note: Scab -Bracing to be used when continuous 11 0 00 lateral bracing at midpoint (or T -Brace) is n impractical. I� Scab must cover full length of web +/- 6". MiTek USA, Inc. *** THIS DETAIL IS NOT APLICABLE 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 6" 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" 2x4 MINIMUM WEB SIZE SCAB BRACE MINIMUM WEB GRADE OF #3 Nails Section / Section Detail E Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. FEBRUARY 14, 2012 CONVENTIONAL VALLEY FRAMING DETAIL ST-VALLEYI L � laa O MiTek USA, Inc. 0 0o RIDGE BOARD GABLE END, COMMON TRUSS ( SEE NOTE #6) OR GIRDER TRUSS �a MiTek USA, Inc. POST TRUSS TYPICAL ( 24" O.C. ) GABLE END, COMMON TRUSS rLNIN 0r -U I IVIV GENERAL SPECIFICATIONS TRUSS MUST BE SHEATHED NOTE: 48" O.C. MAXIMUM POST SPACING 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10 1 15 MPH (MW FRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5"X.131") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (3" X.1 31 -)NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3" X.131 -)TOE -NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5" X.131-) TOE -NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5" X.131.) TOE -NAILS. 7. 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. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X.131') NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5" X.131') NAILS. 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN YELLOW 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 10d NAILS 6" O.C.. �OQ�Oc SAl SlpN-1l co Lu V Z * XP: 12-31-15 t 3'T C(VIN- gTFOF CA\ -W VALLEY ----- II 1 RAFTERS ------ ----- ----- ------ - - j I' II II II II II 1' 'I I n ii u u d II I II II 11 II I 'I II I' u u n u II 1 II II II 11 II II 11 I� I I II II I I II II II 1 II 11 II II I 1' 1 �I I II I I POST (SEE NOTE #8.) ( SEE NOTE #2) PLAN DRAWING POST TRUSS TYPICAL ( 24" O.C. ) GABLE END, COMMON TRUSS rLNIN 0r -U I IVIV GENERAL SPECIFICATIONS TRUSS MUST BE SHEATHED NOTE: 48" O.C. MAXIMUM POST SPACING 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10 1 15 MPH (MW FRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5"X.131") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (3" X.1 31 -)NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3" X.131 -)TOE -NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5" X.131-) TOE -NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5" X.131.) TOE -NAILS. 7. 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. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X.131') NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5" X.131') NAILS. 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN YELLOW 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 10d NAILS 6" O.C.. �OQ�Oc SAl SlpN-1l co Lu V Z * XP: 12-31-15 t 3'T C(VIN- gTFOF CA\ -W 1. i SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY•OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & MII/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. MiTek' Re: 1612-053 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 CRANE 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: R49318369 thru R49318447 My license renewal date for the state of California is Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. December 22,2016 Teodosescu, Eduard IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Ply CRANE LUMBER- BRACING - a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall TOP CHORD 2X4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2X6 DF SS G 2-0-0 oc purlins (6-0-0 max.): C -J. 849318369 11612-053 A01 California Girder 1 Max Horz B=60(LC 27) Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Max Uplift B=-1370(LC 20), S-1015(LC 8),.K=397(LC 9) Suite 109 Max Grav B=417(LC 6), S=5000(LC 1), K=2072(LC 20) Job Reference o tional SyslemS VIUS Lumber co, Anoerson, GA 6.010 S Apr ZO Z016 MITek Industries, Inc. Thu Dec 22 13:21:54 2016 Page 1 ID:CKVADg8YfrXxnnxpOtruO5y9Nc0-4gStHc?rQLZhsA28dishcj2TOxx1 yt7C WIts1 xy6POh 7-2-12 -2-40 56-12 5-111-111 12.7.8 18-2-0 23-8-9 29.3.1 34-0-s 3a�s-0 aao-o az-ao 2-a0 s6 -1 z o -0-1s s -4-1z ss -8 ss -6 sse + 449.4 o -4-1s 5.6•iz 2-ao ' 131 Scale = 1:74.1 5x8 = 6.00 12 2x4 II 5x10 = 2x4 II 3x8 = 3x10 = 2x4 II 5x8 = At AJ AK,,�_AL AM AN AO AP — P AQ — AR AS � - AT AU '-' AV AW AX 4x5 = 2x4 II 2x4 IIS 5x10 =4X8 2x4 II - 4x8 = 2x4 II 4x5 = 4x10 = 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 IBC2012/TPI2007 CSI. TC 0.53 BC 0.29 WB 0.84 Matrix -MSH DEFL. in (loc) Vdefl Ud Vert(LL) -0.16 O >999 240 Vert(TL) -0.48 N-0 >824 180 Horz(TL) 0.05 K n/a n/a PLATES GRIP MT20 220/195 Weight: 424 Ib FT = 20% LUMBER- BRACING - a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall TOP CHORD 2X4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2X6 DF SS G 2-0-0 oc purlins (6-0-0 max.): C -J. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: _ 6-0-0 oc bracing: B-T,S-T. REACTIONS: (Ib/size) 6=-1155/0-3-8,'S=_5000%0-5=8, K=2071/0-5.8 Max Horz B=60(LC 27) Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Max Uplift B=-1370(LC 20), S-1015(LC 8),.K=397(LC 9) Suite 109 Max Grav B=417(LC 6), S=5000(LC 1), K=2072(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-803/3696, C -D=-845/4298, D -E=845/4298, E -F=-3916/898, F -G=3916/898, G-1=5278/1089, I -J=5278/1089, J -K=-4054/760 BOT CHORD B -T=-3331/801, S -T=3339/799, R -S=-144/507, Q -R=144/507, 0-0=1 107/5571. N-0=1107/5571, M -N=589/3596, K -M=586/3622 WEBS C -S=2004/393, D -S=541/264, E -S=5341/1143, E -R=0/333, E -Q=781/3779, F -Q=-589/322, C -Q=-1836/354, G-0=0/442, G -N=-344/176, I -N=-547/300, J -N=-475/1949, J -M=0/514 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 loads have been considered for this design. 4) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; Q?,()FESS/pN 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� TEO grip 5) Provide Q F O O adequate drainage to prevent water ponding. CID G) 6) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 'This C7 o C 75435 n ^ 7) 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 � W C rn will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. * E 018 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=1370, S=1015, K=397. Graphical Q Tq \ 10) puriin representation does not depictthe size or the orientation of the purlin along the top and/or bottom chord. FOF 11) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward CA1.\tF movement at the bearings. Building designer must provide for uplift reactions indicated. December 22,2016 WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473rev. 10/032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is NiBTek' 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 ANSVTPI11 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 Qty Ply CRANE a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is 849318369 1'612-053 A01 California Girder 1 2 Suite 109 Citrus Hei Ms CA 95610 Job Reference o tional systems crus LUMDer t;O, , Anaerson, l;A 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:21:54 2016 Page 2 ID:CKVADg8YfTXxnnxpO W 05y9NcO-4gSlHc?rQLZhsA28dishcj2TO=I yt7C Wltsbry6POh NOTES- (13) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 55 Ib down and 89 Ib up at 5-8-8, 93 Ib down and 129 Ib up at 8-0-12, 93 lb down and 132 Ib up at 10-0-12, 93 Ib down and 132 Ib up at 12-0-12, 93 Ib down and 133 Ib up at 14-0-12, 93 Ib down and 133 Ib up at 16-0.12, 93 Ib down and 133 Ib up at 18-0-12, 93 Ib down and 133 Ib up at 20-0-0, 93 Ib down and 133 Ib up at 21-11-4, 102 Ib down and 137 Ib up at 23-11-4, 102 Ib down and 137 Ib up at 25-11-4,102 Ib down and 137 Ib up at 27-114, 71 Ib down and 107 Ib up at 29-11-4, and 102 Ib down and 133 Ib up at 31-11-4, and 55 Ib down and 89 Ib up at, 34-3-8 on top chord, and 47 Ib down at 2-0-12, 194 Ib down and 48 Ib up at 4-0-12, 67 Ib down at 6-0-12, 69 Ib down at 8-0-12, 69 Ib down at 10-0-12, 69 Ib down at 12-0-12, 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 20-0-0, 69 Ib down at 21-114, 72 Ib down at 23-11-4, 72 Ib down at 25-114, 72 Ib down at 27-11-4, 72 Ib down at 29-114, 72 Ib down at 31-11-4, 71 Ib down at 33-11-4, and 214 Ib down and 52 Ib up at 35-114, and 47 Ib down at 37-114 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 -C=-60, C -J=-60, J -L=-60, B -K=-20 Concentrated Loads (lb) Vert: 1-1=102 P= -51(F) Q= -51(F) F=93 0=-62(F) G=-102 Y=-93 Z=-93 AA=93 AB= -93 AC= -93 AD= -93 AE=93 AF=102 AG=45 AH=102 A1=22(F) AJ= -194(F) AK=49(F) AL=51(F) AM= -51(F) AN=51(F) AO=51(F) AP= -51(F) AQ= -51(F) AR=62(F) AS= -62(F) AT=62(F) AU=62(F) AV=60(F) AW ---214(F) AX= -22(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10/03/2016 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is N A �4e 1.• MVC I R 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 ANSUM11 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 Ms CA 95610 r Job Truss Truss Type Qty PlyCRANE Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 R49318370 1612-053 A02 California 1 1 Code IBC2012/TPI2007 Weight: 190 Ib FT = 20% BRACING - Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:21:55 2016 Page 1 ID:CKVADgBYfTXxnnxpOtruO5y9NcO-YsOFVyOTBfhYTJdKBQOw8xbcvLF2hQ8LIydPZNy6POg -2-M 7-2-14 7- 1-11 13-7-3 20-0-0 26.4-13 32-0-5 3 -5.4 40-0-0 42-0-0 2-0-0 7-2-14 0�-1 5-7-8 6-4-13 6-4-13 5-7.8 0.4- 5 7-0-12 2-0-0 5x10 = a nn 2x4 11 3x8 = 3x10 = 2x4 II 5x10 = Scale = 1:74.1 3x6 _ 3x4 II 4x10 = 5x6 = 3x8 = 2x4 II 4x5 Plate 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 IBC2012/TPI2007 LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Stud/Std G *Except* C -O: 2x12 DF No.1, CAH -L: 2X4 DF No.2 G CSI.DEFL. in (loc) Udefl Ud PLATES GRIP TC 0.67 Vert(LL) -0.13 L -M >999 240 MT20 220/195 BC 0.37 Vert(TL) -0.40 L -M >984 180 WB 0.48 Horz(TL) 0.06 1 n/a n/a Matrix -MSH Weight: 190 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins, except 2-0-0 oc purlins (3-4-5 max.): C -H. BOT CHORD Rigid ceiling directly applied or 5-4-0 oc bracing. WEBS 1 Row at midpt E -N REACTIONS. (Ib/size) B=-280/0-3-8, 1=1356/0-5-8, 0=2475/0-5-8 Max Horz B=76(LC 27) Max Uplift B=-546(LC 20), 1=324(1_C 9), 0=597(LC 8) Max Grav B=238(LC 6), 1=1356(LC 1), 0=2475(LC.1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-444/1739, C -D=-731/290, D -E=-731/290, E -G=2374/671, G -H=2374/671, 1-1-1=2154/527 BOT CHORD B-0=1515/471, N-0=1234/392, M -N=-484/1987, L -M=484/1987, K -L=-361/1847, I -K=-358/1852 WEBS C -O=-2322/669, C -N=-630/2317, D -N=394/230, E -N=-1453/365, E -M=0/261, E -L=91/453, G -L=453/242, H -L=-248/693, H -K=0/261 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0=1b) B=546, 1=324, 0=597. 8) Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 Ib down and 87 Ib up at 7-8-8, 38 Ib down and 69 Ib up at 10-0-12, 40 Ib down and 71 Ib up at 12-0-12, 40 Ib down and 71 Ib up at 14-0-12, 40 Ib down and 71 Ib up at 16-0-12, 40 Ib down and 71 Ib up at 18-0-12, 40 Ib down and 71 Ib up at 20-0-0, 40 Ib down and 71 Ib up at 21-11-4, 40 Ib down and 71 Ib up at 23-114, 40 Ib down and 71 Ib up at 25-11-4, 24 Ib down and 35 Ib up at 27-11-4, and 111 Ib down and 132 Ib up at 29-114, and 54 Ib down and 87 Ib up at 32-3-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard December 22,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 1010312015 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall g p iT®k� 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 iVi 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 Chrus Heights. CA 95610 Job Truss Truss Type Qty Ply CRANE 849318370 1612-053 A02 California 1 1 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-60, C -H-60, H -J=-60, P -S=-20 Concentrated Loads (lb) Vert: AE=111 t 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:21:55 2016 Page 2 ID:CKVADgBYfTXxnnxpOtruO5y9NcO-YsOFVyOTBfhYTJdKBQOw8xbcvLF2hQ8LIydPZNy6POg WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrek® 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 A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing lwIyOiTek• 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 Crtteria, 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 Pty CRANE LOADING (psf) SPACING- 2-0-0 1 DEFL. in (loc) I/deft Ud R49318371 1$12-053 A03 California 1 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.50 Vert(TL) -0.39 L -W >999 180 Suite 109 Job Reference (optional) Systems Plus Lumber Go, Anderson, GA B.U1U 9 Apr 20 ZUlb Mi I eK Industries, Inc. I hu UeC "LZ 13:21:51 ZU16 Pagel ID:CKVADg8YfTXxnnxpOtruO5y9Nc0-UF8?we 1jjGxFjdmjlgQODMgxc8vU9FyeDG6 WeFy6POe s•u-11 -2-00 2 9$12 6-4-13 23.7-3 30-0.5 30.54 35.0• 40.0-0 42-40 2.0.0 7.2-12 2-4-00-4-115 6-5-2 7.2.6 6-5-2 0.4-15 4.7-7 4-11-5 2-0.0 Scale = 1:74.1 3x8 = 5x8 = 2x4 II 3x10 = 5x10 = 3x5 = 3x4 II 5x6 = 5x10 _. 3x10 = - 2x4 II 3x6 = 4x6 7-2-12 9.6-12 16-4-13 23-7-3 30-5-0 40-0-0 7-2-12 2-4.0 6-10-1 7-2� 6-10-1 valid for use only with WWI) connectors. This design is based only upon parameters shown, and is for an individual building component, not Plate Offsets (X,Y)— [D:0.4 -0,0-1-41,[H:0-5-0,0-1-41, [J:04-0,0.1-121 FEE, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.11 L -W >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.50 Vert(TL) -0.39 L -W >999 180 Suite 109 " BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(TL) 0.07 J n/a n/a BCDL 10.0 Code IBC2012lrP12007 Matrix -MSH Weight: 193 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. I&BIT G TOP CHORD Structural wood sheathing directly applied or 4-3-11 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G except WEBS 2X4 DF Stud/Std G 2-0-0 oc purlins (3.8-2 max.): D -H. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt G -O, G -L REACTIONS. (Ib/size) B=20/0-3-8, Q=2164/0-5-8, J=1406/0.5-8 Max Horz B=93(LC 13) Max Uplift 6-266(LC 20), Q=-499(LC 8), J=-323(LC 9) Max Grav B=185(LC 6), Q=2164(LC 1), J=1406(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-237/1041, D -E=-1438/479, E -G=-1438/479, G -H=-1774/520, H-1=-2035/542, I -J-2305/609 BOT CHORD B -Q=-882/315, P -O=-882/315, M-0=455/2091, L -M=-455/2091, J -L=448/2004 WEBS C -Q=-2018/534, C -P=-392/1576, D -P=-1271/382, D-0=460/1757, E-0=-435/255, G-0=782/185; G -M=0/263, G -L=-481/215, H -L=50/519, I -L=-271/204 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, 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=1b)�F,� 9ROFESS/0� T E 0 '1,/ B=266, Q=499, J=323. 8) Graphical does depict the the the the top bottom Q O SFcP puriin representation not size or orientation of purlin along and/or chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 55 Ib down and 89 Ib up at JQ� y c� Q C 75435 nR' 9-8-8, 39 Ib down and 70 Ib up at 12-0-12, 40 Ib down and 72 Ib up at 14-0.12, 40 Ib down and 72 Ib up at 16-0-12, 40 Ib down and Lu LU C rn 72 Ib up at 18-0-12, 40 Ib down and 72 Ib up at 20-0-0, 40 Ib down and 72 Ib up at 21-11-4, 40 Ib down and 72 Ib up at 23-114, 24 EXP. 03/31/2018 Ib down and 36 Ib up at 25-11-4, and 110 Ib down and 133 Ib up at 27-11-4, and 55 Ib down and 89 Ib up at 30-0-6 on top Chord. * {� The design/selection of such connection device(s) is the responsibility of others. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. FOFCg10\ LOADCASE(S) Standard December 22,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. valid for use only with WWI) connectors. This design is based only upon parameters shown, and is for an individual building component, not FEE, 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 Nt 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 " Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply CRANE Systems Plus Lumber Co, Anderson, CA LOAD CASE(S) Standard R49318371 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pIf) California Vert: A -D=-60, D -H=60, 1-1-0-60, R -U=-20 1 Concentrated Loads (lb) Vert: AF= -110 Job Truss Truss Type Qty Ply CRANE R49318371 112-053 A03 California 1 1 Job Reference (optional) ts.ulu s Apr zU zu1b MI I ex mauslnes, Inc. I nu Uec zz 1J:Zl:b/ zuib rage z I D:CKVADg8YfTXlmnxpOtruO5y9Nc0-UF8?weljjGxFjdmjlgQODMgxc8vU9FyeDG6 WeFy6P0e ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 101=015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A A �4�8.Il' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M V g ! fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Crtteria, 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 PryCRANE LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d R49318372 X612-053 A04 CALIFORNIA 1 1 L -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.52 Job Reference (optional) Systems Plus Lumber Go, Anderson, GA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:21:58 2016 Page 1 I D:C KVADg8YfTXxnnxpOtruO5y9 Nc0-zR i 07 z2 M Ua36KnLvsYxdmZDAtY EP uki n Rwr3Aiy6POd -2-0-0 7-2-12 11.6-12 11-71-11 17-1.6 22-10-10 28-0-5 28-5-0 34-D-11 40-0-0 42-0-0 2-0-0 7-2-12 4-0-0 0-0-15 5-1-11 5-9-3 5-1-11 0�-15 57-7 5-11-5 aII 5x6 = 3x4 = 3x4 = 5x6 Scale = 1:72.8 3x4 II 6x8 = 5x8 — 3x8 = 2x4 II 4x5 = 3x5 = Plate Offsets (X,Y)— [D:0-2-7,0-1-121 [G:0-2-7.0-1-121, [M:0-4-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.12 L -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.52 Vert(TL) -0.39 L -M >999 180 BCLL - 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.08 1 n/a n/a BCDL 10.0 Code IBC20121TPI2007 Matrix -MSH Weight: 196 Ib FT = 20% ~ LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-14 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G except WEBS 2X4 OF Stud/Std G 2-0-0 oc purlins (4-5-4 max.): D -G. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt E -N REACTIONS. (Ib/size) B=64/0 -3-8,0=2070/D-5-8,1=141710-5-8 Max Horz B=-109(LC 32) Max Uplift 13=1181(LC 20), 0=-430(LC 8), 1=-313(LC 9) Max Grav B=158(LC 6), 0=2070(LC 1), 1=1417(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=176/866, C -D=-610/222, D -E=483/210, E -F=-1577/469, F -G=1643/484, G -H=-1909/501, 1-1-1=2345/526 BOT CHORD B-0=-724/265, N -O=-724/265, M -N=273/1319, L -M=324/1744, K -L=366/2031 I -K=366/2031 WEBS C-0=1938/478, C -N=298/1532, E -N=-1226/348, E -M=-41/602, F -M=376/162, F -L=-264/181, G -L=-46/486, H -L=-445/182 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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=1b) B=181, 0=430, 1=313. 8) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 55 Ib down and 89 Ib up at 11-11-10, 39 Ib down and 70 Ib up at 14-0-12,40 Ib down and 72 Ib up at 16-0-12, 40 Ib down and 72 Ib up at 18-D-12, 40 Ib down and 72 Ib up at 20-0-0, 40 Ib down and 72 Ib up at 21-11-4, 24 Ib down and 36 Ib up at 23-11-4, and 110 Ib down and 133 Ib up at 2511-4, and 55 Ib down and 89 Ib up at 28-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard T w C 75435 _' *. EXP.03/31l2018 December 22,2016 WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. Design valid for use only with M]Tek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1l A�T�Y. k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MVC f fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUIPII Quality Criteria, DSS -89 and BCS] Building Component 7777 Greenback Lane Safety Infonnation 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 CRANE • 849318372 {612-053 A04 CALIFORNIA 1 Job Reference o tional Systems Plus Lumber Co, Anderson, CA 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, G -J=60, P -S=20 Concentrated Loads (lb) Vert: W=1 AC=110 fi.uiu 6 Apr ZU ZU1b MI I ek Industries, Inc. Thu Dec 22 13:21:56 2016 Page 2 I D:CKVADgBYfTXxnnxpOtruO5y9Nc0-zRiO7z2MUa36KnLvsYxdmZDAtYEPuklnRwr3Aiy6POd WARNING - verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AVI.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 properly 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 1 VY ITPi 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 ANSIrrPI1 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 1 Citrus Hei ms CA 95610 Job -.,ss Truss Type Qty Pty CRANER49318373 TT LUMBER- BRACING - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for TOP CHORD 2X4 DF No. t&Btr G TOP CHORD' 1612-053 California 1 1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt F -K REACTIONS. (Ib/size) H=1310/0 -4 -0;B=199/0 -3-8,M=191110-5-8 Job Reference (optional) ayslclna nus LAnluel w, rvruersun, t,A t1.uiu s Apr Zu ZU16 Mt I eK Industnes, Inc. I hu Dec 22 13:21:59 2016 Page 1 ID:CKVADg8YfTXxnnxpOttu05y9NcO-RdGmLJ3 FtBzyxw5QFSsInIK2yd?dChxgabdi8y6POc -2-0-0 6-11-5 13�i-12 13-11-11 20-0-0 26-0-5 26-5-4 33-0-11 39-10-8 2 - 6-11-5 6-7-7 0 -15 6-0-5 6-0-5 0-4-15 6-7-7 6-9-13 5x8 = 2x4 11 5x10 = Scale = 1:71.5 3x5 2x4 II 3x8.= 5x8 = 3x4 = 2x4 II 3x6 = H n LOADING (psfj 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 IBC2012/TPI2007 CS1. TC 0.53 BC 0.37 WB 0.63 Matrix -MSH Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not DEFL. in Vert(LL) -0.09 Vert(TL) -0.27 Horz(TL) 0.07 (loc) Vdefl L/d J -K >999 240 , I -J >999 180 H n/a n/a PLATES GRIP MT20 220/195 Weight: 195 Ib FT = 20% LUMBER- BRACING - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for TOP CHORD 2X4 DF No. t&Btr G TOP CHORD' Structural wood sheathing directly applied or 4-1-6 oc purlins, except BOT CHORD 2X4 DF No. t&Btr G 7777 Greenback Lane Suite 109 2-0-0 oc purlins (4-7-12 max.): D -F. WEBS - 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt F -K REACTIONS. (Ib/size) H=1310/0 -4 -0;B=199/0 -3-8,M=191110-5-8 Max Horz B=141(LC 8) Max Uplift H=-272(LC 9), B=112(LC 27), M=-386(LC 8) Max Grav H=131O(LC 1), 6=245(LC 19), M=1911(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-122/538, C -D=-1033/313, D -E=-1490/485, E -F-1490/485, F. -G=1830/500, G -H=-2384/531 BOT CHORD B -M=-424/180, L -M=424/180, K -L=151/860, J -K=-245/1560, I -J=395/2059, H -I=-395/2059 WEBS C -M=-1756/459, C -L=-267/1431, D -L=597/210, D -K=266/951, E -K=-481/276, F -J=-20/456, G -J=-558/215, G-1=0/261 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 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. QROFESS/�� 7) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 Ib uplift at joint(s) except U=Ib) p 9 H=272, B=112, M=386. ��� O TEOQD <<c� 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.CO 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 55 Ib down and 89 Ib up at(P o C 75435 r^ 13-8-8, 39 Ib down and 70 Ib up at 16-0-12, 40 Ib down and 72 Ib up at 18-0-12, 40 Ib down and 72 Ib up at 20-0-0, 40 Ib down and LU w C7 rn 72 Ib up at 21-11-4, and 110 Ib down and 133 Ib up at 23-11-4, and 55 Ib down and 89 Ib up at 26-3-8 on top chord. The * 12018 design/selection of such connection device(s) is the responsibility of others. / 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 1 j// / A , LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 TFOF CAl-SFO December 22,2016 ® WARNING - V.dly design parametersand 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 is always required for MiTek' stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Mei his. CA 95610 Job Truss Truss Type Qty Ply a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall R49318373 FJobRNefEerence 1612-053 A05 California t 1 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 (optional) Systems Plus Lumber Co, Anderson, CA LOAD CASE(S) Standard Uniform Loads (ptf) Vert: A -D=-60, D -F=-60, F -H=-60, N -Q=-20 Concentrated Loads (lb) Vert: W=110 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:21:59 2016 Page 2 ID:CKVADgBYfrXxnnxpOtruO5y9Nc0-RdGmLJ3 FtBzyxw5QFSsInIK2yd?dChxgabdi8y6POc A WARNING • Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev: 10/0312015 BEFORE USE.��' Design valid for use only with MrTek® 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is R R��®�' IV 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 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 CRANE TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr 849318374 1612-053 A06 California 1 1 180 BOT CHORD 2X4 DF No.1&Btr G *Except* Horz(TL) O-Q,M-O: 2X6 DF SS G K WEBS 2X4 DF Stud/Std G Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:00 2016 Page 1 ID:CKVADg8YfrXxnnxpOtruO5y9Nc0-vgg8Yf4cOBJga5VI_zz5r_IYfMD4Meb4vEKAEay6POb -2-0-0 , 5-3-0 9-11.8 15�i-12 15-11I11 20-0-0 24-0-5 24r5-0 31-0-0 37-3-0 39-10-8 , 2-0-0 5 3-0 4 8 8 5-7 4 0-4-15 4-0-5 4-0-5 0-0-15 6-6-12 6-3-0 2-7-0 Scale = 1:73.6 c ob 5x8 = 6.00 12 2x4 11 5x8 = 3x5 = 2x4 II 5x8 = 4'00. 12 5x8 = 2x4 II 3x5 = , 5-3-0 9:-12 9-1i1� IV 12 20-5-12 24-5-0 31-M 37-3-4 39-10$ 530 4' 5-12 0-2-92 5-7-0 4-11-0 3-11� 6612 6-3-4 Plate Offsets (X Y)— [F:0 -4-0,0-1-41,[H:0-4-0 0 -1 -41,[M:0 -5-12,0-2-81,[Q:0-5-4,0-2-81 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 IBC2012rrPI2007 LUMBER - M -N TOP CHORD 2X4 DF No.1&Btr G 180 BOT CHORD 2X4 DF No.1&Btr G *Except* Horz(TL) O-Q,M-O: 2X6 DF SS G K WEBS 2X4 DF Stud/Std G n/a CSI. DEFL. in (loc) I/deft L/d TC 0.35 Vert(LL) -0.05 0 >999 240 BC 0.19 Vert(TL) -0.14 M -N >999 180 WB 0.65 Horz(TL) 0.06 K n/a n/a Matrix -MSH PLATES GRIP MT20 220/195 Weight: 221 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-13 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): F -H. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-5-8 except (jt=length) K=Mechanical, B=0-3-8. (lb) - Max Horz B=157(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) K except 13=129(LC 27), 0=360(1-C 8), L=222(1 -C 9) • Max Grav All reactions 250 Ib or less atjoint(s) K, B except Q=1995(LC 1), L=1179(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-128/561, C -E=135/883, E -F=439/170, F -G=-1143/300, G -H=-1111/282, H -I=-1250/304, I -J=1179/282 BOT CHORD B -R=480/210, Q -R=480/210, P -Q=834/247, O -P=43/399, N-0=60/1098, M -N=-151/1054 WEBS C -Q=413/103, E -Q=-1429/319, E -P=-142/1232, F -P=825/183, F-0=168/1063, G-0=273/168, I -N=121/262, I -M=-454/156, J -M=-169/1057, J -L 1043/293 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph: TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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) K except (jt=1b) B=129, 0=360, L=222. 9) Graphical purlin representation does not depict the size or the orientation of the pirlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 55 Ib down and 89 Ib up at 15-8-8, 39 Ib down and 70 Ib up at 18-0-12, 40 Ib down and 72 Ib up at 20.0.0, and 39 Ib down and 70 Ib up at 21-11-4, and 55 Ib down and 89 Ib up at 24-3-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 IEOD <<c\ U WQ C 75435 /31/2018 L A U December 22,2016 A WARNING - Verify 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 NliTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 61 IA ���ll.it' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �V C fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSMH 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. VA22314. Suite 109 Citrus Heights, CA 95610 I , Truss Truss Type Qty Pty CRANE 849318374 1612-053 A06 California 1 1 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 Welk Industries, Inc. Thu Dec 22 13:22:00 2016 Page 2 ID:CKVADg8YfTXxnnxpOtruO5y9Nc0-vgg8Yf4cOBJga5VI_zz5r_IYfM04Meb4vEKAEay6POb LOAD CASE(S) Standard Uniform Loads (plf) Vert: A -F=-60, F -H=60, H -K=-60, Q -V=-20, O -Q=20, M -O=-20, M -S=20 t, Job Truss Truss Type Qty Pty CRANE 849318374 1612-053 A06 California 1 1 Job Reference (optional) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473 rev. 10/0312015 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, Me building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �j4e i.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the CC Il fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSIrTP11 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 Ms CA 95610 Job Truss Truss Type Qty PlyCRANE 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr R49318375 1612-053 A07 California 2 1 BOT CHORD 2X4 DF No.1&Btr G *Except* Weight: 240 Ib FT = 20% R-U,O-R: 2X6 DF SS G BRACING - WEBS 2X4 DF Stud/Std G Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:02 2016 Page 1 I D:CKVADgBYfTXxnnxpOtruO5y9NoO-rCxuzL5sYoZYpOfg500ZwPNu W9hVgZZN MXpHJTy6POZ i 2 -00 + 5-3-0 9-11-8 13-B-4 17.6-12 17-11-11 22.0-5 22-54 26-9-15 I 31-0-0 37-3-4 39-1043 2-0-0 5-3-0 4 8 8 3 8 12 3-1043 D-4-15 4-0-10 0-4-15 44-11 4-2-1 6-3-0 2-7� 5x8 = B on 5x8 =. Scale = 1:73.3 4.00 12 3x5 3x5 = 2x4 II 5x8 = 5x8 = 2x4 11 = LOADING (pso 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 IBC2012/TPI2007 LUMBER - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G *Except* Weight: 240 Ib FT = 20% R-U,O-R: 2X6 DF SS G BRACING - WEBS 2X4 DF Stud/Std G Suite 109 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TC 0.26 Vert(LL) -0.04 Q >999 240 MT20 220/195 BC 0.19 Vert(TL) -0.12 P -Q >999 180 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WB 0.62 Horz(TL) 0.06 M n/a n/a is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Matrix -MSH fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Criteria, OS849 and SCSI Building Component Weight: 240 Ib FT = 20% 7777 Greenback Lane BRACING - Suite 109 TOP CHORD Structural wood sheathing directly applied or 5-8-4 oc purlins, except Citrus Heights, CA 95610 2-0-0 oc purlins (6-0-0 max.): G -H. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-5-8 except Qt=length) B=0-3-8, M=Mechanical. (lb) - Max Horz B=173(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) B, M except U=292(1 -C 8), N=211(LC 9) Max Grav All reactions 250 Ib or less at joint(s) M except B=283(LC 19), U=1894(LC 1), N=1212(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-86/376, C -E=101/729, F -G=-729/195, G -H=-954/211, H-1=1142/250, I -K=-1315/289, K -L=1198/246 BOT CHORD B -V=-314/172, U -V=-314/172, T -U=-695/204, R -S=-13/663, Q -R=3/1029, P -Q=-52/1194, O -P=-110/1053 WEBS C -U=-438/118, E -U=-1363/247, G -S=-572/80, G -R=-45/689, H-0=134/275, K -O=-479/122, L-0=-126/1048, L -N=1082/288, F -T=952/146, E -T=102/1082, F -S=-35/687 NOTES- (I i) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, M except (jt=1b) U=292, N=211. 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) 54 Ib down and 88 Ib up at 17-8-8, and 38 Ib down and 68 Ib up at 20.0-0, and 54 Ib down and 88 Ib up at 22-3-8 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 QROFESS/p\ T�9� C 75435 EXP. 03/31/2018 J 7 �FCAI December 22,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Nl7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iV�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 ANSIRPI1 Quality Criteria, OS849 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 pry Ply CRANE 849318375 1612-053 A07 California 2 1 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MTek Industries, Inc. Thu Dec 22 13:22:02 2016 Page 2 ID:CKVADg8YfrXxnnxpObuO5y9NoO-rCxuzL5sYoZYpOfg500ZwPNuW9hVgZZNMXpHJTy6POZ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pIf) t Vert: A -G=-60, G -H=60, H -M=-60, U -W=20, R -U=-20, O -R=-20, O -Z=-20 M WARNING - VedfY design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e truss system. Before use, 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� IY�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 ANSIRPII Quality Crlterla, 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 tog Citrus Heights. CA 95610 Job Truss Truss Type Qry Ply CRANE PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 R49318376 1612-053 A08 Roof Special 7 1 BC 0.19 Vert(TL) -0.12 O -P >999 180 BCLL 0.0 Rep Stress Incr Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:02 2016 Page 1 I D:C KVADg8Yf rXxn nxpOtru 05y9Nc0-rCxuzL5sYoZY pOfg 500ZwP N vi9hXgZONMXpHJTy6POZ S3-0 9-11$ 14-11-12 20.0-0 251i-0 31.0.0 37-3-0 39-10-8 2-0-0 S3-0 4�-0 5-0-0 SO.4 5_1 6 5.6.0 6-3-0 2-7-0 9,4 5x6 = 6.o0 12 Scale = 1:73.2 L IN 2x4 11 5x8 = 4.00 F12 3x5 = 3x5 = 5x8 = 2x4 11 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.04 0 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.19 Vert(TL) -0.12 O -P >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.05 L n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 223 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1SBtr G TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G 'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. P-R,N-P: 2X6 DF SS G WEBS 2X4 DF Stud/Std G REACTIONS. All bearings 0.5-8 except (jt=length) B=0.3-8, L=Mechanical. (lb) - Max Horz B=195(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) B, L except R=-207(LC 8), M=167(LC 9) Max Grav All reactions 250 Ib or less at joint(s) L except B=291(LC 19), R=1929(LC 1), M=1189(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-66/386, C -D=78/781, D -F=-424/107, F -G=916/131, G -H=964/111, H -J=-1306/191, J -K=1194/195 BOT CHORD B -S=-324/158, R -S=-324/158, Q -R=742/187, P-0=0/392, O-P=C/1174, N-0=65/1057 WEBS C -R=-430/112, D -R=1387/187, 13-0=26/1178, F-0=850/95, F -P=0/534, G -P=12/486, H -P=-422/223, J -N=-461/100, K -N=72/1032, K -M=1059/243 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; ECDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end velli ;al 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) B, L except 011=1b) R=207, M=167. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. /Q,?,OFESS/p T EODDs� UJ C 75435 *\ EXP. 03/31/2018 /* December 22,2016 WARNING - Verily, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REF=RENCE PAGE M11-7473 rev. 10/0312015 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 piTe lC• building design. Bracing indicated is to prevent budding 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 nit fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSV7PI1 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. M4 22314. Suite 109 Citrus Hei Ms CA 95610 Job Truss [ALIFORN russ Type 1612-053 A10 ;y:7_T�Iq Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MTek Industries, Inc. Thu Dec 22 13:22:04 2016 4x6 I D:C KVADgBYfTXxn nxpOtruO5y9Nc0-nb3f017640gG2 ip3 Do21 ?gT4KzFVI P Dgq rl ONMy6 PDX 14-7.12 6-0-3 14.6.0 5-5.4 5-7-0 , 788 10-0.6 1288 14-0.13 IT 22.13 30.0.9 55-4 Sxg d�3 12 185 280 2-6-0 185 0.1312 7.57 7.11.5 Scale = 1:56.7 6.00 12 2x4 II 2x8 II 7x8 = N M L J I H 4x4 = 2x4 I I 3x6 = 6x8 = 4x4 = 3x6 _ 4x8 = 3x5 = 2x4 11 3x6 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 IBC2012/TPI2007 LUMBER - WB 0.87 TOP CHORD 2X4 DF No.18Btr G *Except* G n/a n/a B-E: 2X6 DF SS G Matrix -MSH BOT CHORD 2X4 DF No.1&Btr G'Except' J -L: 2X6 DF No.2 G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) G=1219/0-5-8, N=1373/Mechanical Max Horz N=223(1_C 6) Max Uplift G=-172(LC 9) L-8j,fJ:0-1-12,0-2-0],IL:0-1-12.0-2-41 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TC 0.95 Vert(LL) -0.15 I -J >999 240 MT20 220/195 BC 0.67 Vert(TL) -0.44 H -I >821 180 WB 0.87 Horz(TL) 0.06 G n/a n/a Matrix -MSH Weight: 196 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-2 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): B-E. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 1 Row at midpt F-1 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-886/166, B -C=1018/231, C-0=1018/231, D -E=-1018/231, E -F=1440/254, • F -G=-2086/291, A -N=1316/0 BOT CHORD L -M=-1/752, J -L=-20/1022, I -J=0/1190, H-1=167/1781, G -H=167/1781 WEBS B -M=-791/143, E-1=73/651, F -I=-659/213, F -H=0/302, A -M=-67/980, C -L=846/316, D -J=161/509, B -L=-371/1284, E -J=793/222 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 200.01b AC unit load placed on the top chord, 1-0-8 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) G=172. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 32 Ib down and 35 Ib up at 6-0-2, 39 Ib down and 70 Ib up at 8-1-4, 40 Ib down and 72 Ib up at 10-0-8, and 39 Ib down and 70 Ib up at 11-11-12, and 32 Ib down and 40 Ib up at 14-0-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard QRpFESS/0 T�nN11 C C 75435 c m EXP. 03/31/2018 OF December 22,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and 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 Cyt is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �qqiTek• 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 , l Systems Plus Lumber Co, Anderson, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -B=-60, B -E=-60, E -G=-60, N -O=-20 - Concentrated Loads (lb) Vert: A=100 R>100 Job Truss Truss Type Qty Ply CRANE R49318377 1612-053 A10 CALIFORNIA 1 1 Job Reference (optional) Fl 0.UIU s Apr ZU ZU1b MI I eH mousines, Inc. I nu ueC zz 132z:U4 Mb Nage z ID:CKVADg8YfTXxnnxpOtruO5y9Nc0-nb3fOl764QgG2ip3Do21?gT4KzFVI PDggdONMy6PDX WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mi rek® 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 f1�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 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 Oty PlyCRANE Vert(LL) 0.21 J -K >999 240 MT20 220/195 BC 0.74 Vert(TL) -0.64 J -K >560 180 R49318378 1612-053 A11 CALIFORNIA 1 1 Weight: 192 Ib FT = 20% BRACING - Job Reference optional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:05 2016 Page 1 I D:CKVADg8YfTXxnnxpOtruO5y9Nc0-Fnd 1 bN81dy7gsNFmWZGY2?ITNai 1 sPp2V2xwoy6POW 4.0.3 16-7-12 35-4 3. 7.0 7-68 140-8 1288 16-0-13 16-6-0 23.1.3 30.0.8 32.0.8 35-4 0.1-12 385 280 2.60 385 0.'3 65-7 611-5 2-0.0 0.5-3 0.1-12 Scale = 1:55.7 5x6 ui 6.00 12 5x8 \\ 2x4 II 2x4 II 5x8 2x4 11 4x6 = 6x8 = 4x5 =3x6 "" 4x8 = 3x4 = 2x4 II 4x5 1 Plate LOADING (pst) 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 IBC2012/TPI2007 LUMBER - TOP CHORD 2X4 OF No.1&Btr G *Except* B-E: 2X6 OF SS G BOT CHORD 2X4 DF No.1&Btr G *Except* K -M: 2X6 DF No.2 G WEBS 2X4 OF Stud/Std G REACTIONS. (Ib/size) 0=1462/Mechanical, G=1468/0-5-8 Max Horz 0=-229(LC 25) Max Uplift 0=-190(LC 9), G=238(LC 9) CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TC 0.73 Vert(LL) 0.21 J -K >999 240 MT20 220/195 BC 0.74 Vert(TL) -0.64 J -K >560 180 WB 0.87 Horz(TL) 0.07 G n/a n/a Matrix -MSH Weight: 192 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, except end verticals, and 2-0-0 oc purlins (5-11-3 max.): B-E. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=764/167, B -C=-1481/270, C -D=1481/270, D -E=-1481/270, E -F=1893/329, F -G=-2393/350, A-0=1399/207 BOT CHORD M -N=-27/727, K -M=-49/1484, J -K=-57/1619, I -J=198/2062, G -I=-198/2062 WEBS B -N=-1071/192, E -J=-34/488, F -J=-493/202, A -N=-146/1197, C -M=-1047/202, D -K=-145/265, B -M=-216/1618, E -K=-307/191 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 200.01b AC unit load placed on the top chord, 10-0-8 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) 0=190, G=238. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 55 Ib down and 89 Ib up at 4-0-2, 110 Ib down and 133 Ib up at 6-1-4, 40 Ib down and 72 Ib up at 10-0-8, and 110 Ib down and 133 Ib up at 13-11-12, and 55 Ib down and 89 Ib up at 16-0-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard Id Ib Q�yOFESS/pN TEOp0s��c�G/ LU w C 75435 � M tz EXP. 03131/2018 December 22,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AVI.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 piTek• 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 iVi 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 Heights. CA 95610 Job Truss Truss Type Oty Pty CRANE 849318378 1612-053 A11 CALIFORNIA 1 1 • Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MTek Industries, Inc. Thu Dec 22 13:22:05 2016 Page 2 ID:CKVADg8YfTXxnnxpOtruO5y9Nc0-Fnd1 bN81dy7gsNFmWZGY2?ITNai 1 sPp2V2xwoy6POW LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -B=-60, B -E=60, E -H=-60, O -P=-20 Concentrated Loads (lb) Vert: T=110 U=-100 W=100 X=-110 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111111-7473 rev. 1010312015 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 �p� pp building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y0 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 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 CRANE 1.15 TCDL 10.0 Lumber DOL 1.15 R49318379 1612-053 Al2 CALIFORNIA 1 1 Code IBC2012rrP12007 WB 0.76 Horz(TL) 0.07 G n/a Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:06 2016 Page 1 ID:CKVADgBYfTXxnnxpOW05y9NcO-kzBPpj8Nbl4_IOyRKD4V5FYTjmy_mLNzH9nUSEy6POV 1-7-0 18.7.12 1•S4 2.0.3 7.1.14 7,6.8 12•fi•8 12.11-2 18-0.13 166.0 24-1-3 30-0.8 32-0-8 1.14 00.53 51.11 0.4-10 50.0 0-4-10 57-11 0.S3T SS7 I 571-5 0.1.12 0-1-12 Scale = 1:55.7 6.00 12 5x8 \\ 5x6 2x4 II 2x4 II 7x8 = 2x4 11 5x6 = 5x10 = 4X4=3x6= 4x8 = 3x4 = 2x4 11 4x5 1-54 7E-8 10-0-8 12�i-8 18-7-12 24-1-3 30-0.8 1-5-0 6-1-0 2.6-0 2.6.0 6-1, 5-5-7 5-11-5 LOADING (psi) SPACING- 2-0-0 TOLL 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 IBC2012rrP12007 LUMBER - DEFL. TOP CHORD 2X4 OF No.1&Btr G *Except* Vdefi B-E: 2X6 DF SS G BOT CHORD 2X4 OF No.1&Btr G *Except* 0.26 K -M: 2X6 OF No.2 G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) 6=1519/Mechanical, G=1411/0-5-8 CSI. DEFL. in (loc) Vdefi Ud TC 0.76 Vert(LL) 0.26 J -K >999 240 BC 0.60 Vert(TL) -0.73 J -K >490 180 WB 0.76 Horz(TL) 0.07 G n/a n/a Matrix -MSH grip DOL=1.33 Citrus Heights, CA 95610 3) 200.01b AC unit load placed on the top chord, 1-0-8 from left end, supported at two points, 4-0-0 apart. PLATES GRIP MT20 220/195 Weight: 187 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins, except end verticals, and 2-0-0 oc purlins (5-9-15 max.): B-E. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Id l6 Max Horz 0=-217(LC 6) Max Uplift 0=-126(LC 9), G=287(1 -C 9) Max Grav 0=1526(LC 2), G=1412(LC 20) Design valid for use only with MtTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ��- TOP CHORD A -B=-357/108, B -C=-1567/392, C -D=-1567/392, D -E=-1567/392, E -F=1930/453, a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall F -G= -2294/454,A -O=-1424/98 BOT CHORD M -N=11/408, K -M=238/1569, J -K=203/1674, I -J=-300/1981, G -I=-300/1981 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WEBS B -N=-1220/291, E -J=-12/415, F -J=342/177, A -N=-165/1160, C -M=-888/302, �VBiTek' B -M=410/1728 NOTES- (12) fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 1) Unbalanced roof live loads have been considered for this design. 7777 Greenback Lane 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Citrus Heights, CA 95610 3) 200.01b AC unit load placed on the top chord, 1-0-8 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. QROFESS/C� p q T EODp �F,y 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to for truss to truss �Q� p S�C' G1� girder(s) connections. tZ� 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) C7 Q C 75435 n r 0=126, G=287. Lu w c rn 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. P. 03(31/2018 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 49 Ib down and 78 Ib up at 2-0-2, 110 Ib down and 133 Ib up at 4-1-4, 24 Ib down and 36 Ib up at 6-1-4, 40 Ib down and 72 Ib up at 8-1-4, 40 Ib down and 72 Ib up at 10-0-8, 40 Ib down and 72 Ib up at 11-11-12, 24 Ib down and 36 Ib up at 13-11-12, and 110 Ib down and 133 Ib up at C V11 �P 15-11-12, and 55 Ib down and 89 Ib up at 18-0-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 22,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473rev. 10/0312015 BEFORE USE. Design valid for use only with MtTek® 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 �VBiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality 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 612-053 Al2 CALIFORNIA 1 1 Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:06 2016 Page 2 ID:CKVADgBYfTXxnnxpOtN05y9NcO-kzBPpjBNb14_IOyRKD4V5FYTjrny__mLNzH9nUSEy6POV LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -B=-60, B -E-60, E -H=-60, O -P=20 Concentrated Loads (lb) Vert: A=100 T=100 U=-110 AA= -110 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK 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 p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �V 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 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 Ms CA 95610 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK 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 p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �V 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 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 Ms CA 95610 Job Truss Truss Type Qty Ply CRANE ' TCDL 10.0 Lumber DOL 1.15 R49318380 1612-053 A13 Roof Special 1 1 Code IBC2012frPI2007 Weight: 153 Ib FT = 20% BRACING - Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MTek Industries, Inc. Thu Dec 22 13:22:07 2016 Page 1 I D:CKVADg8YfTXxnnxpOtruO5y9NcO-CAInO29?MLCrv9XeuxbkdT5clAKQVmg6WpX2_gy6POU 7-8-8 15-3-5 20-0-13 20,5-12 26-1-3 30.0.8 32-0M 7-8-8 7-6-12 - 4-9-8 0-4-15 5-7-7 3-11-5 2-0-0 9 4x8 = 2x4 11 3x6 = 3x8 = 4x5 Scale = 1:53.7 2x8 II 5x10 = O1O 2x4 II 3x8 = 2x4 II 4x5 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 IBC2012frPI2007 LUMBER - TOP CHORD 2X4 DF No.t&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) N=1439/Mechanical, G=1398/0-5-8 Max Horz N=-196(LC 25) Max Uplift N=-432(LC 4), G=311(LC 9) CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.87 Vert(LL) -0.10 K -M >999 240 MT20 220/195 BC 0.46 Vert(TL) -0.35 K -M >999 180 p A�4e1�' WB 0.82 Horz(TL) 0.09 G n/a n/a Matrix -MSH Citrus Heights, CA 95610 Weight: 153 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins, except end verticals, and 2-0.0 oc purlins (3-8-15 max.): A-E.' BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. WEBS 1 Row at midpt A -N, D -M FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -N=-1370/466, A -B=-16191457, B -D=-1619/457, D -E=1758/492, E -F=-2034/507, F -G=-2383/523 BOT CHORD K -M=-411/2084, J -K=-411/2084, I -J=-391/2087, GI=391/2087 WEBS A -M=-48911864, B -M=-533/297, D -M=548/141, D -J=527/206, E -J=61/545, F -J=376/180 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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) 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 bottcm chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) N=432, G=311. 9) Graphical purtin 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 ::oncentrated load(s) 106 Ib down and 124 Ib up at 0-1-12, 110 Ib down and 133 Ib up at 2-1-4, 24 Ib down and 36 Ib up at 4-1-4, 40 Ib down and 72 Ib up at 6-1-4, 40 Ib down and 72 Ib up at 8-1-4, 40 Ib down and 72 Ib up at 10-0-8, 40 Ib down and 72 Ib up at 11-11-12, 40 Ib down and 72 Ib up at 13-11-12, 24 Ib down and 36 Ib up at 15-11-12, and 110 Ib down and 133 Ib up at 17-11-12, and 55 Ib down and 89 Ib up at 20-0-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -E=60, E -H=-60, N-0=20 co LU C 75435 c rn * EXP. 03/31/2018 December 22,2016 ® WARNING - Verfly design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 101032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for p A�4e1�' always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MV 1 R 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 5 Job Truss Truss Type Qty Ply CRANE • 849318380 ;612-053 A13 Roof Special 1 1 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA LOAD CASE(S) Standard Concentrated Loads (lb) Vert: A=106 R=-110 Y=-110 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:07 2016 Page 2 I D:CKVADg8YfTXxnnxpOtruO5y9Nc0-CAIn029?MLCrv9XeuxbkdT5clAKQVmg6WpX2_gy6POU t ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?MI-7473 REFERENCE PAGE 1.7473 rev. 1010312015 BEFORE USE. Design valid for use onlywith MlTek® 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 pp 1. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y9 iTe R• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSUTP11 Quality 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 95� Job Truss Truss Type Qty Ply CRANE TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-3 oc purlins, BOT CHORD 2X4 DF No. t&Btr G except end verticals, and 2-0-0 oc purlins (3-0-7 max.): A-E. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 8-7-12 oc bracing. WEBS 1 Row at mid pt D -M REACTIONS. (Ib/size) N=1395/Mechanical, G=1401/0-5-8 849318381 1612-053 A14 Roof Special 1 1 TOP CHORD A -N=-1324/432, A -B=-1970/543, B -D=-1970/543, D -E=1913/518, E -F=-2151/544, F -G=-2295/532 BOT CHORD K -M=-594/2610, J -K=-594/2610, I -J=-389/1992, G-1=389/1992 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:08 2016 Page 1 I D:CKVADg8YfTXxnnxpOtruO5y9NcO-gMJ9DOAd7eKhXJ6gSe7zAgdo7afTEAVFkTGb W7y6POT 7-8-8* 15-3-5 22-0-13 22,5 ,12 26-1-3 30-0-8 + 320-8 7-8-8 7-6-12 6.9.8 0-0-15 3-7-7 3-11-5 2-0-0 4x8 = 2x4 11 3x6 = 3x8 = 4x10 = Scale = 1:53.7 2x8 II 4x10 = nxd 2x4 II 3x8 = 2x4 II 4x5 LOADING (pst) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.83 Lumber DOL 1.15 BC 0.48 Rep Stress Incr YES WB 0.98 Code IBC2012ITP12007 Matrix -MSH DEFL. in (loc) I/defl Ud Vert(LL) 0.14 K -M >999 240 Vert(TL) -0.42 K -M >845 180 Horz(TL) 0.10 G n/a n/a PLATES GRIP MT20 220/195 Weight: 145 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-3 oc purlins, BOT CHORD 2X4 DF No. t&Btr G except end verticals, and 2-0-0 oc purlins (3-0-7 max.): A-E. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 8-7-12 oc bracing. WEBS 1 Row at mid pt D -M REACTIONS. (Ib/size) N=1395/Mechanical, G=1401/0-5-8 Max Horz N -158(1_C 6) Max Uplift N=-396(LC 4), G=324(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -N=-1324/432, A -B=-1970/543, B -D=-1970/543, D -E=1913/518, E -F=-2151/544, F -G=-2295/532 BOT CHORD K -M=-594/2610, J -K=-594/2610, I -J=-389/1992, G-1=389/1992 WEBS A -M=-576/2147, B -M=-475/274, D -M=-714/187, D -K=0/294, D -J=-848/286, E -J=-57/558 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 joints) except (jt=1b) N=396, G=324. QRpFESS/p� 9) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10) or her connection hall be lded and 120 ) (24 o4-1-4, ndownated 171 16-t-4, p q� �`� T EOQ�sFFy 0H 1-12, b do35 Ib 2 (1-45 40 Ib down 40 port 71flb lbsup 40 Q� up atcient wn and up at and and lb downown at and 71 Ib CO up at 8-1-4, 40 Ib down and 71 Ib up at 10-0-8, 40 Ib down and 71 Ib up at 11-11-12, 40 Ib down and 71 Ib up at 13-11-12, 40 Ib C 75435 n down and 71 Ib up at 15-11-12, 24 Ib down and 35 Ib up at 17-11-12, and 111 Ib down and 132 Ib up at 19-11-12, and 54 Ib down LU w C L of and 87 Ib up at 22-0-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. EXP. 0313112018 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) FCFCAI�F� Vert: A -E=-60, E -H=-60, N-0=20 December 22,2016 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. R Design valid for use only with Mek® connectors. This design is based only upon parameters shown, and is for an individual building component, not rd 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 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 Job Truss Truss Type Qty Ply CRANE ' e truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall 849318381 1612-053 A14 Roof Special 1 1 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA LOAD CASE(S) Standard Concentrated Loads (lb) Vert: A=173 Z=111 t$.ulU s Apr 2U 2016 MI I eK Industnes, Inc. 1 hu Dec 22 13:22:Ua 2U16 Page 2 ID:CKVADg8YfTXxnnxpOUuO5y9NcD-gMJ9DOAd7eKhXJ6gSe7zAgdo7afTEAVFkTGbW7y6POT 1 ® WARNING - VerUdesign parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE i-7473 rev. 1010312015 BEFORE USE. y Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is H A1Te � V i l.' R 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 Nei M5 CA 95610 L Job Truss Truss Type Qty Ply CRANE ' 1.15 TC 0.32 TCDL 10.0 R49318362 1612-053 A15_ Roof Special Girder 1 Rep Stress Incr NO WB 0.91 BCDL 10.0 Code IBC2012rTP12007 Matrix -MSH Job Reference (optional) systems rtuS LUMUer t,o, rvtaerson, UA B.ulu s Apr ZU ZU16 MiTek Industries, Inc. Thu Dec 22 13:22:10 2016 Page 1 I D:C KVADgBYrrXxnnxpOtruO5y9N cO-cl Owe4 BtfGa PmdGDZ39 R F 5j Ge00g i 58YCnl i b?y6 POR 5 1-0 10-0 4 14-11-9 19-10-13 24 0 13 24.5 12 30 0 8 32-0 8 5-1-0 4-11-0 4-11� 4-11-0 - 4-2.0 0-0-15 5.6-12 2-0-0 4x8 = 2x4 II 3x8 = 2x4 It 3x6 = 3xB = 4x5 Scale = 1:53.7 3x4 II 5x10 = 2x4 II 4x8 _ 3x8 = 2x4 II 3x5 = 3x6 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 TCDL 10.0 Lumber DOL 1.15 BC 0.30 BCLL 0.0 Rep Stress Incr NO WB 0.91 BCDL 10.0 Code IBC2012rTP12007 Matrix -MSH DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.16 L >999 240 MT20 220/195 Vert(TL) -0.47 L >770 180 Horz(TL) 0.08 H n/a n/a LUMBER- BRACING - TOP CHORD 2X4 DF No. t&Btr G TOP CHORD BOT CHORD 2X6 DF SS G WEBS 2X4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) P=2445/Mechanical, H=2197/0-5-8 Max Horz P=-118(LC 23) Max Uplift P=-510(LC 9), H=423(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -P=-2247/568, A -B=-3684/797, B -C=-3684/797, C -D=-6471/1360, D -F=-6471/1360, F -G=-3673/737, G -H=-4160/789 BOT CHORD N -O=-1167/5841, L -N=1167/5841, K -L=1053/5714, J -K=1053/5714, H -J=-601/3668 WEBS A-0=-855/4100, B-0=572/314, C -O=-2447/519, C -N=0/395, C -L=119/714, D -L=534/289, F -L=226/873, F -K=0/342, F -J=2410/566, G -J=-215/1600 Weight: 325 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-5.6 max.): A -G. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) 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) except Qt=1b) P=510, H=423. 11) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. "?,OFESS/ON TEODC) w� C 75435 (P P * rn Cr EXP. 03/31/2018 OF December 22,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473 rev. 10/0312015 BEFORE USE. ��• Design valid for use onlywith MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R A foe 1.• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MV! 1 R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 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 Ms CA 95610 Job Truss Truss TypeOty Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Ply CRANE • building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R49318382 1612-053 A15 Roof Special Girder 1 2 Job Reference optional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:10 2016 Page 2 I D:CKVADg8YfTXxnnxpOtruO5y9Nc6-c1Owe4BHGaPmdGDZ39RF5jGe00gi58YCnlib?y6POR NOTES- (13) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 106 Ib down and 98 Ib up at 0-1-12, 102 Ib down and 137 Ib up at 2-1-4, 102 Ib down and 137 Ib up at 4-1-4, 102 Ib down and 137 Ib up at 6-1-4, 102 Ib down and 137 Ib up at 8-1-4, 93 Ib down and 133 Ib up at 10-0-8, 93 Ib down and 133 Ib up at 11-11-12, 102 Ib down and 137 Ib up at 13-11-12, 102 Ib down and 137 Ib up at 15-11-12, 102 Ib down and 137 Ib up at 17-11-12, 71 Ib down and 107 Ib up at 19-11-12, and 93 Ib down and 129 Ib up at 21-11-12, and 55 Ib down and 89 Ib up at 24-0-14 on top chord, and 93 Ib down at 0-1-12, 72 Ib down at 2-1-4, 72 Ib down at 4-1-4, 72 Ib down at 6-1-4, 72 Ib down at 8-1-4, 69 Ib down at 10-0-8, 69 Ib down at 11-11-12, 72 Ib down at 13-11=12, 72 Ib down at 15-11-12, 72 Ib down at 17-11-12, 72 Ib down at 19-11-12, 69 Ib down at 21-11-12, 67 Ib down at 23-11-12, and 194 Ib down and 48 Ib up at 25-11-12, and 47 Ib down at 27-11-12 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 -G=-60, G-1=-60, H -P=20 Concentrated Loads (lb) Vert: P=73(8) A=-106 M=51(B) C=-93 N=51(B) K=62(B) F=45 S=-102 T=102 U=102 V=102 W=93 X=102 Y=102 Z=102 AA=93 AC=62(B) AD=62(B) AE= -62(B) AF=62(B) AG=62(8) AH= -62(B) AI=62(B) AJ= -51(B) AK= -49(B) AL=194(8) AM=22(B) r WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE k91.7473 rev. 101032015 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 ��' 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 6wiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty PlyCRANE in • I/defl w PLATES GRIP TCLL 20.0 R49318383 1612-053 801 GABLE 1 1 n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 6.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:11 2016 Page 1 I D:CKVADg8YfrXxnnxpOtruO5y9Nc0-4x_IsQCVQZiGOnrP7nggoJFTfnnTRIIiRRVF7Sy6POQ i -2-0-0 12-" 254-0 274-0 2 0 12-8-0 12-8-0 2-0-0 Scale a 1:47.0 3x6 = .. ... .... ..., ... ,._ .... 3x6 -., .... 25-4-0 25.4-0 Plate Offsets (X,Y)— [I:0-3-0,Edge) Ia LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl w PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.02 Q n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(TL) -0.04 Q n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 P n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH Weight: 163 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 JOINTS 1 Brace at Jt(s): AJ REACTIONS. All bearings 254-0. (lb) - Max Horz B=118(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) B, Z, R. S, T, U, W, AI, AH, AG, AF, AD, P Max Grav All reactions 250 Ib or less at joint(s) Z, R, S, T, U, V, X, Y. Al, AH, AG, AF, AE, AB, AA except B=300(LC 1), W=291(LC 1), AD=300(LC 15), P=300(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD H -I=-279/82, I -J-279/82 WEBS J -W=-265/71, H -AD= -265/93 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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) Vertical gable studs spaced at 1-4-0 oc and horizontal gable studs spaced at 2-0-0 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, with BCDL = 10.Opsf. 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, Z, R, S. T, U, W, Al, AH, AG, AF, AD, P. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QROFESS/0 T EOD P t� LlJwC 75435 n EXP. 03/31/2018 t� � December 22,2016 WARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/032015 BEFORE USE. TJ IF Design valid for use only with Mrek® 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 A i��E.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 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 Heights, CA 95610 Job Truss Truss Type Qty PlyCRANE in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL R49318394 1612-053 602 Common 6 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(TL) Job Reference (optional) systems PIUS Lumber L;o, - Anderson, GA 6.uiu s Apr zu ZU1b MI I eK InauStneS, Inc. I nu Uec ZZ 13:ZZ:1Z 2u16 Pagel I D:CKVADg8Yf rXxnnxpOtruO5y9NcO-Y7Yg3mD8Btg7OxQbhUBvKWoccB2kAAzrf5Epfuy6POP -2 O O 6-7-0 125-0 18-8-12 25.4-0 27 4-0 2-0-0 6-7-0 6-0-12 6-0-12 6-7-4 2-0-0 Scale = 1:47.0 4x5 = k A D 3x6"� —"' — 3x6 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) -0.14 H-1 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.32 H-1 .>940 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.06 F n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No. 1&Bir G BOT CHORD 2X4 DF No. 1&Btr G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=1133/D-5-8,F=1133/0-5-8 Max Horz B=118(LC 12) Max Uplift 13=147(LC 8), F=-147(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1684/188, C -D=1487/200, D -E=-1487/200, E -F=-1684/189 BOT CHORD B -I=-177/1437, H -I=-18/962, F -H=-59/1437 WEBS D -H=-91/554, E -H=359/206, D -I=-90/554, C -I=-359/206 PLATES GRIP MT20 220/195 Weight: 109 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurren. 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) except (jt=lb) B=147, F=147. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LU w C 75435 c rn * EXP. 03/3112018 I$ December 22,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hUl-7473 rev. 101032015 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 p p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 6V piTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIt Quality Criteria, 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 Ms CA 95610 Job Truss Truss Type Qty I LOADING (psf) SPACING- 2-0-0 CSI. [lyCRANE 849318385 1612-053 803 Common 2 1 Vert(LL) -0.14 G -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:13 2016 Page 1 ID:CKVADg8YfrXxnnxpOtruO5y9Nc0-1K62H6EmyBy_d4?nEBi8lkLnlbOvvd9?ul MCKy6P00 6-74 12-8-0 18-8-12 254-0 274-0 - 6-74 6-0-12 6-0-12 &74 i 22- 1.1 9' Scale = 1:44.8 4x5 = 4x5 = - - - 4x5 = Ig 8-7-8 8-1-0 - 8-7-8 Plate Offsets (X,Y)— [A:0-1-8,Edge](E:0-1-8 Edge], [H:0-4-0,0-3-01 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in • (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.14 G -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.32 G -H >948 180 - BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.06 E n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 106 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins. BOT CHORD 2X4 DF No. 1SBtf G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) A=1012/0 -5-8,E=113510-5-8 Max Horz A=-134(LC 9) Max Uplift A=-107(LC 8), E=-147(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-1693/192, B -C=-1496/203, C -D=-1490/201, D -E=1687/189 BOT CHORD A -H=-180/1447, G -H=-19/965, E -G=59/1440 WEBS C -G=-91/554, D -G=359/206, C -H=-94/561, B -H=-363/208 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=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) except Gt=1b) A=107,E=147. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. .PROF tup0 \ A P� 1ST G) U Lu C 75435 rn * �EXE 013112018 OF December 22,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and 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 ms CA 95610 Job Truss Truss Type Qty PtyCRANE B-7-8 Plate Offsets (X,Y)— [A:0-0-8,Edgel [E:0 0 S,Edge] [H:0 4 0,0 301 R49318386 1612-053 603D COMMON � 2 1 SPACING- 2-0-0 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSB-89 and BCSI Building Component CSI. DEFL. in (loc) Job Reference (optional) Jystems PIUS LUMDer L;o, Anderson, C:A 6.010 s Apr 20 2U16 MiTek Industries, Inc. Thu Dec 22 13:22:14 2016 Page 1 ID:CKVADgBYf 'XxnnxpOtruO5y9NcO-V WgRUSEOjU4rFEa_ovDNPxtx9?j8e4P87Pjvkmy6PON 6-74 12-" 18-8-12 254-0 27-4-0 6.74 ' 6-0-12 6-0-12 6-74 2-0.0 Scale = 1:44.9 4x5 = R E C 4x6 = .. -" _-- 4x6 = Ig LUMBER- BRACING - TOP CHORD 2X4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 4-10-15 oc bracing. WEBS 2X4 OF Stud/Std G REACTIONS. (Ib/size) A=1012/0 -5-8,E=1135/0-5-8 Max Horz A=134(LC 38) Max Uplift A=-987(LC 27), E=1027(1_C 30) Max Grav A=1386(LC 40), E=1427(LC 39) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-2670/2018, B -C=-1682/1106, C -D=1680/1103, D -E=-266812015 BOT CHORD A -H=-1839/2364, G -H=577/1031, E -G=-1718/2361 WEBS C -G=-111/554, D -G=359/216, C-11=11 141561, B -H=-363/217 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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) except (jt=1b) A=987, E=1027. _" . _ _ _ - , 7) This truss has been designed for total drag load of 3500 Ib:,Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from -0-0-0 to 25-4-0 for 138.2.pif. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ESS/p\ C 75435 EXP. 03/3112018 OFCAl1F�• December 22,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE Mil -7473 rev. 1010312015 BEFORE USE. B-7-8 -- 8-1-0 B-7-8 Plate Offsets (X,Y)— [A:0-0-8,Edgel [E:0 0 S,Edge] [H:0 4 0,0 301 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is akvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the LOADING (psf) SPACING- 2-0-0 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSB-89 and BCSI Building Component CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.14 G -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.32 G -H >948 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.06 E n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 106 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 4-10-15 oc bracing. WEBS 2X4 OF Stud/Std G REACTIONS. (Ib/size) A=1012/0 -5-8,E=1135/0-5-8 Max Horz A=134(LC 38) Max Uplift A=-987(LC 27), E=1027(1_C 30) Max Grav A=1386(LC 40), E=1427(LC 39) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-2670/2018, B -C=-1682/1106, C -D=1680/1103, D -E=-266812015 BOT CHORD A -H=-1839/2364, G -H=577/1031, E -G=-1718/2361 WEBS C -G=-111/554, D -G=359/216, C-11=11 141561, B -H=-363/217 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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) except (jt=1b) A=987, E=1027. _" . _ _ _ - , 7) This truss has been designed for total drag load of 3500 Ib:,Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from -0-0-0 to 25-4-0 for 138.2.pif. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ESS/p\ C 75435 EXP. 03/3112018 OFCAl1F�• December 22,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE Mil -7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shay, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is akvays 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 ANSUTPH 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 Ms CA 95610 Job Truss Truss Type Qty Pry CRANE 1.15 TCDL 10.0 Lumber DOL 1.15 R49318387 1612-053 B04 California 1 1 Code IBC2012rrPI2007 WB 0.31 Horz(TL) 0.07 F n/a Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MTek Industries, Inc. Thu Dec 22 13:22:15 2016 Page 1 I D:CKVADg8YfTXlmnxpOtruO5y9NcO-ziEphoFOUoCitO8AMcicy9Q8sP52N WeHL3TTGDy6POM 5-8-9 11-14 11-673 13-9-13 14x242 19-7-7 25-4-0 27-4-0 5$9 54-11 0-0-15 2-3-10 04-15 54-11 5-8-9 2-M a[ d 5x8 = 4x4 Scale = 1:46.0 3x5 i - 2x4 II --- 3x4 = 3x8 = 2x4 II 3x5 5-8-9 11-14 14-2-12 19-L- 254-0 54-11 3-1-8 54-11 5-8-9 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 IBC2012rrPI2007 CSI. DEFL. in (loc) I/deft Ud TC 0.22 Vert(LL) -0.06 J -L >999 240 BC 0.29 Vert(TL) -0.19 J -L >999 180 WB 0.31 Horz(TL) 0.07 F n/a n/a Matrix -MSH LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD BOT CHORD 2X4 DF No.1&Btr G . WEBS 2X4 DF Stud/Std G BOTCHORD REACTIONS. (Ib/size) A=1040/0 -5-8,F=1164/0-5-8 Max Horz A=-122(LC 9) Max Uplift A=-156(LC 8), F=-196(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-1841/282, B -C=1395/256, C -D=-1166/256, D -E=-1378/251, E -F=-1826/274 BOT CHORD A -L=-257/1587, J -L=-257/1587, I -J=131/1184, H -I=-145/1571, F -H=145/1571 WEBS B -J=-458/159, C -J=-25/321, 0-1=-19/360, E-1=-469/154 PLATES GRIP MT20 220/195 Weight: 122 Ib FT = 20% Structural wood sheathing directly applied or 4-9-14 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): C -D. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0=1b) A=156, F=196. 8) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 Ib down and 96 Ib up at 11-3-0, and 73 Ib down and 100 Ib up at 13-9-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-60, C -D=60, D -G=60, M -P=-20 Concentrated Loads (lb) Vert: C=25 S=33 rm EXP. 0313112018 December 22,2016 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. f0103r2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall piTek' building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt 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 Ms CA 95610 Job Truss Truss Type Oty PlyCRANE in (loc) Well Ud TCLL 20.0 Plate Grip DOL R49318388 1612-053 BOS California 1 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.31 Vert(TL) Job Reference (optional) Systems t'Ius LumDer Go, Anderson, UA B.UIU S Apr ZU ZU16 Mi I ex Industnes, Inc. Thu Dec ZZ 13:22:16 ZU16 Pagel ID:CKVADg8YfTXlmnxpOW 05y9NcO-RvoBv7GeF6KZWjMwKGsVMyELoRx6?NRajCOpfy6POL 4-8-9 9-1-4 9.6-3 15-9-13 16-2-12 20-7-7 25-4-0 27-0-0 4-8-9 4-4-11 0-4-15 6-3-10 0-4-15 - 4-4-11 4-8-9 2-0-0 5x8 = 05 Scale = 1:46.0 3x5 2x4 11 --- 3x4 = 3x8 = 2x4 11 3x5 LOADING (psf)SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.07 I -J >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.31 Vert(TL) -0.25 I -J >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.07 F n/a n/a BCDL 10.0 Code IBC2012rTP12007 Matrix -MSH LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD BOT CHORD 2X4 DF No.1&Bir G WEBS 2X4 DF Stud/Std G BOT CHORD WEBS REACTIONS. (Ib/size) A=1031/0 -5-8,F=114710-5-8 Max Horz A-105(LC 9) Max Uplift A=114(LC 8), F=l48(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-1840/202, B -C=-1553/171, C -D=1304/166, D -E=-1506/155, E -F=-1802/182 BOT CHORD A -L=-180/1593, J -L=-180/1593, I -J=71/1354, H -I=-73/1555, F -H=-73/1555 WEBS B -J=-271/138, C -J=0/344, D4=0/378, E-1=294/133 PLATES GRIP MT20 220/195 Weight: 117 Ib FT = 20% Structural wood sheathing directly applied or 4-10-10 oc purlins, except 2-0-0 oc purlins (4-8-15 max.): C -D. Rigid ceiling directly applied or 10•D-0 oc bracing. 1 Row at midpt C-1 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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 nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will rd between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) A=l 14,F=148. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 Ib down and 58 Ib up at 9-3-0, and 44 Ib down and 70 Ib up at 15-9-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-60, C -D=60, D -G=60, M -P=-20 Concentrated Loads (lb) Vert: C=31 QFt.OF w W C 75435 R � EXP. 03/31/2018 � m 2 r4 December 22,2016 AWARNING - 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 Milek® connectors. This design is based only upon parametersshown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R R�T�1.Il' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MYY 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 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 Heights, CA 95610 Job Truss Truss Type Qty Ply CRANE ' PLATES GRIP TOLL 20.0 Plate Grip DOL 849318389 1612-053 B06 California Girder 1 q 3 Lumber DOL 1.15 BC 0.54 Vert(TL) -0.40 M -N >745 180 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:17 2016 Page 1 ID:CKVADg8YfTXxnnxpOtruO5y9NcO-v5LZ6THGOPS06ilZT1 n51 aVQ VCjarLGapNyaL5y6POK r 3.8-9 7-1A - 7-7� 10-8-5 14-7-11 17-9-13 18.2-12 21-7-7 25-0-0 27-4-0 3.8-9 3-0-11 OE -0 3-1-1 3-116 3-2-2 0-0-15 3-0-11 3.8-9 2ZO 7x8 i 2x4 II 4x8 = 4x10 = . Scale = 1:45.3 --- 2x8 II 8x8 =-"- 8x8 = 3x5 II 48 = 3x5 II Sell 4$.7t* LOADING (psri SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.13 M -N >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.54 Vert(TL) -0.40 M -N >745 180 y T EOD <<c2 BCLL 0.0 ' �ct� O Rep Stress Incr NO WB 0.62 Horz(TL) 0.08 1 nla n/a LLI w C rn BCDL 10.0 EXP. 03!3112018 Code IBC2012/TP12007 Matrix -MSH 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Weight: 477 Ib FT = 20% LUMBER- 17-9-14 on top chord, and 1353 Ib down at 1-11-4,1442 Ib down and 210 Ib up at 3-11-4, 1506 Ib down and 146 lb up at 5-11-4, FOF CA��F� 1419 Ib down and 452 Ib up at 7-11-4, 1375 Ib down and 416 Ib up at 9-11-4, 2425 Ib down and 530 Ib up at 11-10-7, 894 Ib down BRACING - at 18-1-9,123 Ib down at 19-3-4, and 260 Ib down and 61 Ib up at 21-3-4, and 70 Ib down at 23-3-4 on bottom chord. The TOP CHORD 2X4 DF No. 1&Btr G design/selection of such connection device(s) is the responsibility of others. December 22,2016 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x8 DF SS Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall . 2-0-0 oc purlins (6-0-0 max.): C -G. WEBS 2X4 DF Stud/Std G 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 ANSIfrPlt Quality Criteria, DSB-89 and BCSI Building Component BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=8074/0-5-8, 1=4871/0-5-8 Max Horz A=86(1_C 32) Max Uplift A=616(LC 8), 1=-499(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=15392/1770, B -C=13687/2127, C -E=-13856/2279, E -F=13856/2279, F -G=8580/921, G -H=-9604/1016, H -I=-9577/934 BOT CHORD A -Q=-1569/13728, P -Q=1569/13728, N -P=1882/12289, M -N=7619/11812, L -M=-1619/11812, K -L=-784/8513, I -K=784/8513 WEBS B -Q=0/1855, B -P=1541/0, C -P=-499/3814, C -N=515/2258, F -N=792/2720, F -M=100/825, F -L=-4471/1082, G -L=-398/4245 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 cc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 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=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 QRpFESS/�� 5) Provide adequate drainage to prevent water ponding. 6) This truss has been y T EOD <<c2 designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been �ct� O 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. C.Do C 75435 n m 8) A plate rating reduction of 20% has been applied for the green lumber members. LLI w C rn 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) EXP. 03!3112018 A=616,1=499. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 32 Ib down and 52 Ib up at r' 17-9-14 on top chord, and 1353 Ib down at 1-11-4,1442 Ib down and 210 Ib up at 3-11-4, 1506 Ib down and 146 lb up at 5-11-4, FOF CA��F� 1419 Ib down and 452 Ib up at 7-11-4, 1375 Ib down and 416 Ib up at 9-11-4, 2425 Ib down and 530 Ib up at 11-10-7, 894 Ib down at 18-1-9,123 Ib down at 19-3-4, and 260 Ib down and 61 Ib up at 21-3-4, and 70 Ib down at 23-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. December 22,2016 -1>.1.1A/ NIL.ICjf _ni �nri ,Olu_ 1.•e., 1u }um r�i A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03)2015 BEFORE USE. Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSIfrPlt 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 4a Job Truss Truss Type Qty Ply CRANE Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:18 2016 Page 2 ID:CKVADg8YfiXlmnxpOtruO5y9Nc0-N HvxKplvnjaHkst1111 Kan2bFc3paoWk21 h7tYy6POJ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-60, C -D=60, C -V=-20, G -V=-60, G -J=-60, A-1=20 Concentrated Loads (lb) Vert: 0='1419(F)0=1442(F)L=894(F) X=1353(F) Y=1499(F)Z=-1375(F) AA= -2425(F) AB=113(F) AC=260(F) AD= -34(F) WARNING - Verity design paramrs eteand READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with Mrrek® 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 piTek- p 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 Ni fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM111 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 8493183 89 1612-053 BO6 California Girder 1 3 Job Reference (optional) Job Truss Truss Type Qty Ply CRANE Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:18 2016 Page 2 ID:CKVADg8YfiXlmnxpOtruO5y9Nc0-N HvxKplvnjaHkst1111 Kan2bFc3paoWk21 h7tYy6POJ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-60, C -D=60, C -V=-20, G -V=-60, G -J=-60, A-1=20 Concentrated Loads (lb) Vert: 0='1419(F)0=1442(F)L=894(F) X=1353(F) Y=1499(F)Z=-1375(F) AA= -2425(F) AB=113(F) AC=260(F) AD= -34(F) WARNING - Verity design paramrs eteand READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with Mrrek® 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 piTek- p 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 Ni fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM111 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 TypeOty DEFL. in (loc) Udefl Ud Vert(LL) -0.02 1 >999 240 Vert(TL) -0.07 1 >999 180 Horz(TL) 0.02 F n/a n/a Ply CRANE 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 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2X4 DF Stud/Std G 849318390 1612-053 C01 GABLE 1 2 Max Uplift B=-128(LC 8), F=91(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=1530/138, C -D=-1011/113, D -E=1011/116, E -F=1513/123 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:19 2016 Page 1 ID:CKVADg8YfrXxnnxpOtruO5y9NcO-rTTKX9IXY 1 i8M?SxbSpZ6?arsOVEJNYtGhRgPy6P01 -2-0-0 5-4-10 10-2-12 15-0-14 20-5.8 22-5-8 2.0.0 5-4-10 4-10.2 4-10-2 5-4-10 2-0-0 E a A Scale = 1:41.2 4x4 = LOADING (PSI) 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 IBC2012/TPI2007 CSI. TC 0.09 BC 0.14 WB 0.13 Matrix -MSH DEFL. in (loc) Udefl Ud Vert(LL) -0.02 1 >999 240 Vert(TL) -0.07 1 >999 180 Horz(TL) 0.02 F n/a n/a PLATES GRIP MT20 220/195 Weight: 328 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 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2X4 DF Stud/Std G OTHERS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=936/0-38, F=850/0-3-8 Max Horz B=115(LC 8) Max Uplift B=-128(LC 8), F=91(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=1530/138, C -D=-1011/113, D -E=1011/116, E -F=1513/123 BOT CHORD B -K=-138/1346, I -K=139/1345, H-1=39/1329, F -H=39/1330 WEBS D -I=-8/573, E -I=-540/131, E -H=0/268, C -I=-558/143, C -K=0/273 NOTES- (14) 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 it 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; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) 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. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Vertical QROFESS/�N O TE0r7� F,y gable studs spaced at 1-4-0 oc and horizontal gable studs spaced at 2-0-0 oc. Q�' 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.CID 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-13-0 tall by 1-0-0 wide Lp 0O C 75435 n ^' will fit between the bottom chord and any other members. L w C M 10) A plate rating reduction of 20% has been applied for the green lumber members. EXP. 03!3112018 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F except (jt=1b) B=128. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) No notches allowed in overhang and 20000 from left end and 20000 from right end or 12" along rake from scarf, whichever is �F CA1 �F 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. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 22,2016 WARNING - Verify design parameters and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/032015 BEFORE USE. M Design valid for use only with M7ekO 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 T iTek� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the il/i fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP111 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 PlyCRANE a truss system. Before use, the building designer must verity the applicability of design parameters aid property incorporate this design into the overall R49318391 1612-053 CO2 Common 2 1 � V Il 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, Alexandra, V4 22314. Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:20 2016 Page 1 I D:CKVADg8YfrXxnnxpOtruO5y9Nc0-Jg l ifVJ91Kr?z9189AKofC7?NQoc2pm l VLAEyQy6POH -2-M 5-0-10 10.2-12 15-0-14 20-5.8 22-5-8 2 54-10 4-10-2 4-10-2 5-4-10 2-0-0 Scale = 1:39.8 4x4 = D 3XD 'i 3xb � LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 TCDL 10.0 Lumber DOL 1.15 BC 0.26 BCLL 0.0 Rep Stress Incr YES WB 0.19 BCDL 10.0 Code IBC2012rrPI2007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No. 1&Btr G BOT CHORD 2X4 DF No. t&Btr G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=938/0-3-8, F=938/0-3-8 Max Horz B=99(LC 8) Max Uplift B=-127(LC 8), F-127(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1337/148, C -D=1182/158, D -E=-1182/159, E -F=-1337/148 BOT CHORD B -J=-135/1140, H -J=-10/770, F -H=-36/1140 WEBS D -H=-71/434, E -H=282/164, D -J=71/434, C -J=282/163 DEFL. in (loc) Udefl Lid Vert(LL) -0.05 H -J >999 240 Vert(TL) -0.16 H -J >999 180 Horz(TL) 0.04 F n/a n/a PLATES MT20 Weight: 89 Ib GRIP 220/195 FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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, 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) except 0=1b) B=127, F=127. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. C 75435 c m EXP. 03/3112018 q December 22,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473rev. 101032015 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 aid 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 R A'�®1.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � V Il 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, Alexandra, V4 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qry, Ply CRANE • Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.03 H -J >999 240 R49318392 1612-053 CO3D COMMON GIRDER 1 1 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.02 E n/a n/a Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 5-4-10 ' 5-4-10 P 6.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:21 2016 Page 1 ID:CKVADg8YfTXxnnxpOtruO5y9Nc0-osb4yrKn3ezrbJcKitrlCQg7Rp9knGKAk?wnUsy6POG 1."-14 70-5-11 - 4-10-2 4-10-2 4x4 = C 5.4-10 Scale = 1:35.7 2x4 II 4xb 3x8 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.03 H -J >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.20 Vert(TL) -0.06 H -J >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.02 E n/a n/a BCDL 10.0 Code IBC2012lrP12007 Matrix -MSH Weight: 101 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins. BOT CHORD 2X6 OF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. All bearings 1-2-12 except (jt=length) K=0-3-8, F=0-38. (lb) - Max Horz A=82(1_0 38) Max Uplift All uplift 100 Ib or less at joint(s) except A=668(LC 29), E=-666(LC 28), K=449(LC 27), F=-433(LC 30) Max Grav All reactions 250 Ib or less at joint(s) except A=726(LC 26), E=718(LC 39), K=539(LC 1), F=557(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-2077/1961, B -C=1199/1112, C -D=1199/1113, D -E=-2074/1967 BOT CHORD A -K=1782/1831, J -K=1750/1799, H -J=1014/1063, G -H=-937/1060, F -G=1673/1796, E -F=-1705/1828 WEBS C -H=-110/388, D -H=-300/239, 13-1-1=280/234 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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 668 Ib uplift at joint A, 666 Ib uplift at joint E, 449 Ib uplift at joint K and 433 Ib uplift at joint F. 7) This truss has been designed for a total dragload of 3500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-5-8 for, 171.1 plf. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 12 Ib down and 65 Ib up at 2-38, 53 Ib up at 4-3-8, 42 Ib up at 6-2-12, 42 Ib up at 8-2-12, 42 Ib up at 10-2-12, 42 Ib up at 12-2-12, 42 Ib up at 14-2-12, 42 Ib up at 16-2-12, and 42 Ib up at 17-1-15, and 53 Ib up at 19-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 W, �p T EOp0\ WPC 75435 �� OC rn 4 /31/2018 * j 5 December 22,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 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 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 ANSI1TPI1 Quality Crtterla, 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 Ory Pty CRANE • R49318392 1612-053 CO3D COMMON GIRDER 1 1 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:21 2016 Page 2 ID:CKVADg8YfTXxnnxpOtruO5y9NcO-osb4yrKn3ezrbJcKitrlCQg7Rp9knGKAk?wnUsy6POG LOAD CASE(S) Standard Un'Iform Loads (plf) Vert: A -C=60, C -E=60, A -E-20 Concentrated Loads (Ib) . Vert: H=10(B) F=34(B) P=33(B) Q=34(B) R=10(B) S=10(B) T=10(B) U=10(B) V=10(B) W=10(B) Job Truss Truss Type Ory Pty CRANE • R49318392 1612-053 CO3D COMMON GIRDER 1 1 Job Reference (optional) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ��' Design valid for use only with Mrrek® 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 16 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTG k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fVi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, OSB -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 CRANE PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.02 Q n/r 120 R49318393 1612-053 D01 GABLE 2 1 BCLL 0.0 1 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 P n/a n/a BCDL 10.0 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:22 2016 Page 1 ID:CKVADg8YfrXxnnxpOtruO5y9Nc0-G29S9BLPgy5iDTBWGaNGkdCLtDXxWHJyffLOJy6POF -2-0-0 12-0-0 24-0-0 26-0-0 " 2-0-0 12-0-0 12-0-0 2-0-0 Scale = 1:44.9 3x6 = 5x6 = Plate Offsets (X,Y)— [1:0-3-O.Edge), [AB:0-3-0,0-30) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.02 Q n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.04 Q n/r 120 BCLL 0.0 1 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 P n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH Weight: 145 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 JOINTS 1 Brace at Jt(s): AG REACTIONS. All bearings 24-0-0. (lb) - Max Horz B=113(LC 8) t Max Uplift All uplift 100 Ib or less at joint(s) B, R, S. T, U, V. W, X, AF, AE, AD, AC, AB, P, AA, Z Max Grav All reactions 250 Ib or less at joint(s) Y, R, S, T, U, W. X, AF, AE, AD, AC, AA, Z except B=324(LC 1), V=283(LC 1), AB=286(LC 1), P=326(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD H-1=-298/86, I -J=298/87 WEBS K -V=-256/68, G-AB=259/91 NOTES- (11) ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; ECDL=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) 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) Vertical gable studs spaced at 1-4-0 cc and horizontal gable studs spaced at 2-0-0 cc. 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, with BCDL = 10.Opsf. 9�LOFESS/�N 9) A plate rating reduction of 20% has been applied for the green lumber members. q EOD �< 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, R. S. T, U, V. ��� o' W. X, AF, AE, AD, AC, AB, P, AA, Z. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. wC 75435 cc EXP. 03/3112018 December 22,2016 AWARNING - 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 onlywith Mrrek® 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 iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see - ANSIRPII 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 Nei his, CA 95610 Job SPACING- Truss Type Qty 20.0 Plate Grip DOL ]Truss TCDL 10.0 Lumber DOL �PlyFTCRANER49318394 BCLL 1612-053 D02 Common 8 10.0 Code IBC2012/TPI2007 Weight: 100 Ib FT = 20% BRACING - Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:23 2016 Page 1 ID:CKVADg8YfTXxnnxpOtruO5y9NcO-kFjgNXL1 bFDZgdmigluVHd UldprF9sTBJPuYly6POE -2-0-0 6-3-0 12-0-0 17-8-12 24-M 2 6-3-4 5-8-12 5-8-12 6-3.4 Scale = 1:42.5 4x5 = 4x4 ___. ____ -... 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 IBC2012/TPI2007 LUMBER - TOP CHORD 2X4 DF No.18Btf G BOT CHORD 2X4 DF No.18Btr G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) F=958/0-5-8, B=1082/0-5-8 Max Horz B=129(LC 8) - Max Uplift F=-101(LC 9), B=142(LC 8) CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TC 0.26 Vert(LL) -0.11 G-1 >999 240 MT20 220/195 BC 0.36 Vert(TL) -0.27 G-1 >999 180 WB 0.23 Horz(TL) 0.05 F n/a n/a Matrix -MSH Weight: 100 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1592/178, C -D=-1407/189, D -E=-1414/193, E -F=1599/182 BOT CHORD B -I=-181/1359, G -I=-32/913, F -G=89/1367 WEBS D -G=-89/529, E -G=343/196, D -I=-85/520, C -I=-338/194 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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) except (jt=1b) F=101, B=142. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ULI UJ C 75435 c * EXP. 03//x/2018 lg OF� December 22,2016 WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Air®gam' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 V T fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, OSS49 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 CRANE ' [B:0-4-2,0-1-10),[F:0-4-2,0-1-10) LOADING (psf) 849318395 1612-053 D03 Common 3 1 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.11 H -J >999 240 MT20 220/195 TCDL 10.0 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 Mi-rek Industries, Inc. Thu Dec 22 13:22:24 2016 Page 1 ID:CKVADg8YtTXlmnxpOtruO5y9NcO-CRHDasMtMZLQSnKvO?Pkp21g6198—cAcQy8R5By6POD �2-0-0 6-3-0 12-M 17-8-12 244)-0 i26-" 2 6-3-0 5.8-12 5.8-12 6-34 2-0-0 Scale = 1:44.9 4x5 = 4x4 i --- ___ --- 4x4 Q I� 8-2-3 15.9-13 24-M 8-2-3 7-7-11 8-2-3 Plate Offsets (X,Y)— [B:0-4-2,0-1-10),[F:0-4-2,0-1-10) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.11 H -J >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.27 H -J >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.05 F n/a n/a BCDL 10.0 Code IBC2012lrP12007 Matrix -MSH Weight: 103 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G c TOP CHORD Structural wood sheathing directly applied or 5-1-15 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=1080/0-5-8, F=1080/0-5-8 Max Horz B=113(LC 12) Max Uplift B=142(LC 8), F=-142(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=1589/177, C -D=-1404/189, D -E=-1404/189, E -F=-1589/178 BOT CHORD B -J=-165/1356, H -J=-16/909, F -H=753/1356 WEBS D -H=-85/520, E -H=338/195, D -J=85/520, C -J=338/194 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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 al; 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) except (jt=1b) B=142, F=142. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QR I ESSlON\ T EOpco Os �FZ w�C 75435 �� A *\ EXP. 03/31/2018 /* OF December 22,2016 AWARNING - VerNy design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. ITS I' Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, End 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 IVA 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 ANSMII Quality Crtteria, 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 He! Ms, CA 95610 Job Truss Truss Type Qty in CRANE ` Ud PLATES GRIP TCLL 20.0 [ly R49318E96 1612-053 E01 Common 2 1 MT20 220/195 _ Lumber DOL 1.15 BC 0.21 Vert(TL) -0.07 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:24 2016 Page 1 ID:CKVADg8YfTXxnnxpOtruO5y9NcO-CRHDasMfMZLQSnKvO?Pkp21j51BL dWcQy6R5By6P0D 3-6-4 6-6-0 9-5-12 13-0-0 3-0-4 2-11-12 - 2-11-12 3-6-4 A r+i a 3x4 = 4x4 = C Scale = 1:223.3 3x8 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) -0.02 F -I >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.21 Vert(TL) -0.07 F -I >999 180 BCLL 0.0 Rep Stress Incr. YES WB 0.14 '. Horz(TL) 0.01 E n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Weight: 51 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 60-0 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 REACTIONS. (Ib/size) A=520/0-5-8, E=520/0-5-8 Max Horz A=52(LC 9) Max Uplift A=-55(LC 8), E=55(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-13=803/112, B -C=610/73, C -D=-610(73, D -E=803/113 BOT CHORD A -F=109/687, E -F=58/687 WEBS C -F=-1/334 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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 3-60 tall by 1-0-0 wide will rd 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, E. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QROFESS/p, Q� �p TEODO I uJwP C 75435 8 /* TFOF_Oq OQ' December 22,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 0. R�4e 1.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MV 1 R 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 Nei his, CA 95610 Job Truss Truss Type Qty PlyCRANE in (loc) I/defl Ud TOLL 20.0 Plate Grip DOL R49318397 1612-053 E02 Common 3 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.20 Vert(TL) Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 6.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:25 2016 Page 1 I D:CKVADg6YfTXxnnxpOtruO5y9NcO-gdgboCNl7tTH4wv5xjwzMGgs7RXgj4xmfcu?dey6POC -2-M 3-6-4 6.6-0 9-5-12 13-0-0 15-0-0 2-0-0 3.6-4 2-11-12 2-11-12 3b- 2-M M r+r d A Scale = 1:27.3 4x4 = D LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TOLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.02 H -K >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.20 Vert(TL) -0.06 H -K >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 F n/a , n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No.1 &Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=640/0.5-8, F=640/0-5-8 Max Horz B=-69(LC 9) Max Uplift B=-96(LC 8), F=-96(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=772/103, C -D=-588/69, D -E=588/68, E -F=772/104 BOT CHORD B -H=-84/655, F-1-1=19/655 WEBS D -H=0/325 PLATES GRIP MT20 220/195 Weight: 57 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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, F. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QEiOFESSIp�\ 1E000ZP LU w C 75435 c A \,* EX\ P. 03/31/2018 1$ December 22,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. ��' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i1 A'4e 1.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MV! ! R 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 Heights, CA 95610 Job Truss Truss Type Qty Ply CRANE PLATES GRIP TCLL 20.0 r'. Plate Grip DOL 1.15 TC 0.15 R49318398 1612-053 E03 Common Girder 1 1 BC 0.32 Vert(TL) -0.10 G -H >999 180 MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate BCLL 0.0 Rep Stress Incr Job Reference (optional) bystems rlus LUmoer co, Anaerson, CA 8.01.0 s Apr 20 2016 M]Tek Industries, Inc. Thu Dec 22 13:22:26 2016 Page 1 ID:CKVADg8YfTXxnnxpOtruO5y9Nc0-8gOz?YOwuAb8h4UHVQRCvTN1Egr8SRVvtGdY94y6POB • 3-6-4 6-6-0 9-5-12 + 13.0.0 3.64 2-11-12 2-11-12 3-6.4 4x4 = C f Scale = 1:23.2 3x8 = 2x4 II 3x8 = 2x4 II 3x8 = Ig LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] L/d PLATES GRIP TCLL 20.0 r'. Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.03 G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.32 Vert(TL) -0.10 G -H >999 180 MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.03 E n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 222 Ib down at 1-5-4, 222 Ib Weight: 64 Ib FT = 20% LUMBER- bottom chord. The design/selection of such connection device(s) is the responsitility of others. BRACING - 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). TOP CHORD 2X4 DF No.18Btr G 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins. BOT CHORD 2X6 DF SS G ��Q E Q T X00 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) A=1191/0 -5-8,E=1178/0-5-8 Max Horz A=-52(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-2129/0, B -C=1499/0, C-13=1499/0, D -E=2124/0 BOT CHORD A -H=0/1889, G -H=0/1889, F -G=0/1884, E -F=0/1884 WEBS C -G=0/1122, D -G=676/46, D -F=0/433, B -G=-681/0, B -H=0/439 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 222 Ib down at 1-5-4, 222 Ib down at 3-5-4, 222 Ib down at 5.5-4, 222 Ib down at 7-5-4, and 222 Ib down at 9-5-4, and 217 Ib down and 31 Ib up at 11-5-4 on bottom chord. The design/selection of such connection device(s) is the responsitility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �OFESS/pS) Ny LOAD CASEStandard - 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 ��Q E Q T X00 Q Uniform Loads (plf) Vert: A -C=-60, C -E=60, A -E=-20 S D C 75435 Concentrated Loads (lb) w W Vert: F=222(13) H=-222(8) M=-222(8) N= -222(B) 0=222(8) P-217(8) EXP. 03/31/2018 * OFCAL W December 22,2016 WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MRek® 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 q building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Tek• is always required for stability and to prevent collapse with possible personal injury and property damace. For general guidance regarding the 1y9 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPH 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 i Job • Truss Truss Type Qty Ply, CRANE Plate Grip DOL 1.15 • Vert(LL) -0.01 D -G >999 240 MT20 220/195 TCDL 10.0 R49318399 11612-053 E04 Common 1 1 WB 0.07 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IBC2012(rP12007 Matrix -MSH Job Reference (optional) Systems Plus Lumber Co, ,Anderson, CA 8.010 s Apr 20 2016 MTek Industries, Inc. Thu Dec 22 13:22:26 2016 Page 1 ID:CKVADg8YfrXxnnxpOtruO5y9Nc0-8gOz?YOwuAb8h4UHVQRCvTN27gv8SXBvtGdY94y6POB 3-M 7-0-0 3.6-0 3.6-0 A 4x4 = B 3x4 = Scale = 1:15.6 Ig 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. - DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.01 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.13 Vert(TL) -0.02 D -G >999 180 7777 Greenback Lane BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IBC2012(rP12007 Matrix -MSH Weight: 22 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) A=280/0-3-8, C=280/0-38 Max Horz A=-28(LC 9) Max Uplift A=-29(LC 8), C=29(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B-372/41, B -C-372/41 BOT CHORD A -D=-8/303, C -D=-8/303 I NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. e December 22,2016 Y WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 rev. 10/0312015 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 verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i1IB 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/TPl1 Quality Criteria, DS849 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 ' Carus Hei his, CA 95610 Job Truss Truss Type City 1 Ply E05 Common CRANE R49318400 •1612-053 1 1 Job Reference (optional) Systems Plus Lumber Cor• . Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:27 2016 Page 1 ID:CKVADg8YfTXxnnxpOtruO5y9Nc0-cOyLDuPYfUj?JE3U38yRRhwCdEEAB?Z26wN5hVVy6POA -2-0-0 3.6.0 7-" 9-0-0 ' 2-0-0 ' 3.6.0 3-" 2-" ' Scale = 1:20.5 4x4 = C ,A 3b-0 7-0-0 3b 0 3-6-0 Plate Offsets (X Y)— fB:Edge,0-0-4], [D:Edge,O-0 4] ld LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 F -I >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(TL) -0.01 F -I >999 180 -BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code IBC2012ITPI2007 Matrix -MSH Weight: 29 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. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=400/0-3-8, D=400/0-3-8 Max Horz B=44(LC 8) Max Uplift B=-74(LC 8), D=74(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=290/14, C -D=290/14 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent•with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D. 7) WARNING: Engineering is void unless truss is fabricated by Systems PlusLumberCo. AWARNING - 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 Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members ony. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Crtterla, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. r QFtOF W LU C 75435 C:) EXP. 03/31/2018 TFOFGAI-�F� December 22,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type Qty DEFL. CRANE (loc) I/defl Ud TCLL 20.0 �Ply� R49318401 1612-053 E06 GABLE 1 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:28 2016 Page 1 ID:CKVADg8YfTXxnnxpObuO5y9Nc0-4C WIQEPAQorsxOegdrTg_uSNMebrwSICLa6fEyy6P09 -2-0-03-6-0 7-M 9-0-0 2-0-0 3.6.0 3-M 2-0-0 4x4 = 3-" 7-0-0 3.6-0 3-6-0 Plate Offsets (X Y)— [B:0-6-4,0-2-2] fD:0-6-4,0-2-2],[M:0-0-8 0-1-01 [Q:0-0-8,0-1-01 LOADING (psf) SPACING- 2_a0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 K >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.01 F >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 D n/a nla BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X6 DF SS G WEBS 2X4 DF Stud/Std G OTHERS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=392/03-8, D=317/0-3-8 Max Horz B=61(LC 8) Max Uplift B=-75(LC 8), D=-43(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-250/0, C -D=-257/4 BOT CHORD B -F=0/259, D -F=0/259 Scale = 1:21.1 PLATES GRIP MT20 220/195 Weight: 43 Ib FT = 20% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): C NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=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 ANSIITPI 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 nonconeurreni with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of wi?hstanding 100 Ib uplift at joint(s) B, D. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) No notches allowed in overhang and 20000 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.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. 0 t �t✓p0SF`���'\ C 75435 c m EXP. 0313112018 December 22,2016 ® WARNING - Vertry 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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' �4�,k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �V I 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRP11 Quality Criteria, OSB -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 City Pty CRANE ' R49318407 •1612 053 J01 Jack -Open Girder 3 1 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:312016 Page 1 ID:CKVADg6YfTXxnnxpOtruO5y9NcO-VnCs2GS2bDRorNFlz1 NbX4tCrbj7pUelYLJgHy6PO6 t -2-0-0 1-11-11 6-0-0 2-0-0 1-11-11 4.0-5 Scale = 1:15.0 C 6.00 12 B M A / 3x5 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.15 TC . 0.20 Vert(LL) -0.02 D -G >999 240 TCDL ' 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.07 D -G >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH LUMBER- BRACING - la D PLATES GRIP MT20 220/195 Weight: 14 Ib FT = 20% TOP CHORD 2X4 DF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. I&Btf G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) C=49/Mechanical, B=263/0-58, D=42/Mechanical Max Horz B=68(LC 8) Max Uplift B=-65(LC 8) Max Grav C=96(LC 3), B=263(LC 1), D=87(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=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for,a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ' FESS/O (r,9yiko 5)TEODOC 75435 OF CP,0 December 22,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111111-7473rev. 1010312015 BEFORE USE. Design valid for use only with MrrekS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is 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 ANSIfMl Quality Criteria, DSB-89 and BCS] Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. iviiTek' 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty PlyCRANE in (loc) ` L/d PLATES GRIP TCLL 20.0 849318408 1612-053 702 Jack -Closed 2 1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:31 2016 Page 1 ID:CKVADgBYfTXxnnxpOtruO5y9NcO-VnCs2GS2hDRorNFlz1 NbX4ucrdK7peelYLJgHy6P06 k -2-0-0 3.6-12 -116-M 2-0-0 3.6-12 15 2-0-5 • Scale = 1:17.8 A 4x6 \\ 3-0-12 6-0-0 3-6-12 2-5-4 Plate Offsets (X,Y)— IB:0.0-4,Edgej LOADING (psf) SPACING- 2-a0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 F -I >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.01 F -I >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 28 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.1&Btr G except end verticals, and 2-0-0 oc purlins: C -D. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=37510-5-8, E=214/Mechanical Max Horz B=83(LC 7) Max Uplift B=-77(LC 8), E=-28(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 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) B, E. 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. T EOpOs �F2� CO P F LU w C 75435 A * EXP. 03/31/2018 T OFr.Ak_W December 22,2016 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with MrrekO connectors. This design is based only upon parameters shcwn, and is for an individual building component, not rail, a truss system. Before use, the builtling designer must verify the applicability of design parameters and property incorporate this tlesign 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 a A p e. • is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IT®R 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. Sulte 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty PlyCRANE 1249316409 ,1612-053 J02A Jack -Closed 1 1 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:32 2016 Page 1 ID:CKVADg8YfTXxnnxpOtruO5y9NcO-z IEGcShUOLIP?yRshYc8kd4QFydsGpoGC4sNky6PO5 3.6-12 %11-11 6-0-0 3-6-12 0-0-15 2�5 A vai 4x6 \\ 3x4 = 3x4 = Scale= 1:14.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.01 E -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 E -H >999 180 grip DOL=1.33 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code IBC20121TPI2007 Matrix -MSH 7) Refer to girder(s) for truss to truss connections. Weight: 25 Ib FT = 20% LUMBER- 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. BRACING - 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. TOP CHORD 2X4 DF No.1 &Btr G '. f Q�pFES c0 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No. t&Btr G except end verticals, and 2-0-0 oc purlins: B -C. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=234/0-5-8, D=234/Mechanical Max Horz A=65(LC 7) Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Max Uplift A=-28(LC 8), D=-32(LC 5) ��' FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall TOP CHORD A -B=-263/23 WEBS B -D=259/32 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing NOTES- (10) MiTeK• 1) Unbalanced roof live loads have been considered for this design. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 3) Provide adequate drainage to prevent water ponding. , Suite 109 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) A, D. 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. '. f Q�pFES c0 (51, C 75435 * EXP. 03/31/2018 December 22,2016 WARNING - vergy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 1010312015 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 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 . - t Job Truss Truss Type Oty Ply=tional) ' R49318410 1612-053 J03 Jack -Open 2 Systems Plus Lumber Co, Anderson, CA F - of d A 8.010 s Apr 20 2016 Mi rek Industries, Inc. Thu Dec 22 13:22:32 2016 Page 1 ID:CKVAD98YfrXxnnxpOtruO5y9NoO-z—IEGcShUOLIP?yRshYc8kd10FwlsGkoGC4sNky6P05 -2-0-0 5-11-11 2-0-0 5-11-11 0-0-5 L, Scale = 1:21.8 i 5-11-11 6-0.0 5-11-11 0-0-5 Plate Offsets (X Y)— IB:Edge,0-0-4) LOADING (psf) +,SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.04 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.22 Vert(TL) -0.14 D -G >504 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a BCDL 10.0 Code IBC2012lrP12007 Matrix -MSH Weight: 20 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) C=148/Mechanical, B=377/0-5-8, D=69/Mechanical 1 Max Horz B=142(LC 8) Max Uplift C=-76(LC 8), B=-60(LC 8) Max Grav C=148(LC 1), B=377(LC 1), D=107(LC 3) FORCES. (lb) -Max. Comp./Max. Tena- All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load 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 area's 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. t Q,?,OFESSI F� TEO q� OOS Fy wPC 75435 �c. rn EXP. 03/3112018 OFCAUFO December 22,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101032015 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 R A 1Tek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �V C fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIf 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 ms. CA 95610 W Job. d' Truss Type Qty Ply CRANE • 849316411 1612-053 J03A Jack -Open 1 1 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20'2016 MiTek Industries, Inc. Thu Dec 22 13:22:33 2016 Page 1 I D:CKVADg8YfrXlmnxpOtruO5y9NcO-RAJcTxTJFKT819 WdPO3rhyAAZfEbbjzxUsgQvAy6PO4 5-11-11 6-U-0. 5-11-11 0-0-5 Scale = 1:19.4 TOP CHORD 2X4 OF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 640-0 oc purlins. BOT CHORD 2X4 OF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=237/Mechanical, B=157/Mechanical, C=80/Mechanical Max Horz A=110(LC 8) Max Uplift A=-11(LC 8), B=-81(LC 8) Max Grav A=237(LC 1), B=157(LC 1), C=111(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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. T C 75435 EXP. 03131/2018 December 22,2016 �f WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 Welk' always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 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 d' Av �n d , 3x5 = C 5-11-11 6-0-0 5-11-11 0-0-5 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) -0.05 C -F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(TL) -0.16 C -F >434 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 A n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH Weight: 17 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 640-0 oc purlins. BOT CHORD 2X4 OF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=237/Mechanical, B=157/Mechanical, C=80/Mechanical Max Horz A=110(LC 8) Max Uplift A=-11(LC 8), B=-81(LC 8) Max Grav A=237(LC 1), B=157(LC 1), C=111(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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. T C 75435 EXP. 03131/2018 December 22,2016 �f WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 Welk' always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 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 CRANE I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 R49318412 1612-053 J04 Jack -Open 2 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.15 Job Reference (optional) Systems Plus Lumber Go, Anderson, GA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:33 2016 Page 1 I D:CKVADg8YfTXxnnxpOtruO5y9Nc0-RAJcTxTJFKT819WdPO3rhyABgfFBbjzxUsgQvAy6PO4 i -2.0-0 6-0-0 7-11-11 2 6-" 1-11-11 Scale = 1:26.9 A F7; LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.04 E -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.15 E -H >487 180 BCLL 0.0 Rep Stress Incr YES ' WB 0.00 Horz(TL) 0.00 B nla n/a P BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH 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. REACTIONS. All bearings Mechanical except (jt=length) B=0-5-8, C=0-3-1. (lb) - Max Horz B=180(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s) D, B except C=111(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) D, E. C except B=382(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load 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) D, B except 0=1b) C=111. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 22,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 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 NO 1, 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 iwiTek' 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 ANSVTPI11 Quality Criteria, OSB -89 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 Heights, CA 95610 Job Truss Truss Type Qty e CRANE ' A cys� [ly� R49318413 1612-053 J04A Jack -Open 1 1 Job Reference (optional) Systems Plus Lumber Go, Anderson, GA 6.010 S Apr ZU 2016 MITek Industries, Inc. Thu Dec 22 13:ZZ:34 ZU16 Page 1 I D:CKVADg8YfTXxnnxpOtruO5y9NcD-vMt?hHUx?eb?fJ5gz6a4D9iLz3aYKAD4j WZzRcy6PO3 6-M 7-11-11 6-0.0 1-11-11 3x5 = D �a Scale = 1:25.2 6.0.3 6.0-3 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) 0.06 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.17 D -G >412 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 A n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 20 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except (jt=length) B=0-3-1. (lb) - Max Horz A=148(LC 8) Max Upli t All uplift 100 Ib or less at joints) C except 6=115(1_C 8) Max Grav All reactions 250 lb or less at joints) A, C, D. B FORCES. (lb) - Max. Ccmp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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 except (lt=lb) B=115. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QROFESS/pN �0 TE000s�F� C75435 �c: m EXP. 0313018 T OFCA1.W December 22,2016 AWARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AGI -7473 rev. 10/03/2015 BEFORE USE. HIS, valid for use only with NinakO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing p A ITe I.' is ahvays required for stabilitl and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mtl� 1 BC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Sufte 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 e A cys� 3x5 = D �a Scale = 1:25.2 6.0.3 6.0-3 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) 0.06 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.17 D -G >412 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 A n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 20 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except (jt=length) B=0-3-1. (lb) - Max Horz A=148(LC 8) Max Upli t All uplift 100 Ib or less at joints) C except 6=115(1_C 8) Max Grav All reactions 250 lb or less at joints) A, C, D. B FORCES. (lb) - Max. Ccmp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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 except (lt=lb) B=115. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QROFESS/pN �0 TE000s�F� C75435 �c: m EXP. 0313018 T OFCA1.W December 22,2016 AWARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AGI -7473 rev. 10/03/2015 BEFORE USE. HIS, valid for use only with NinakO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing p A ITe I.' is ahvays required for stabilitl and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mtl� 1 BC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Sufte 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty I PlyCRANE x. A R49318414 1612-053 J05 Jack -Open 1 1 Job Reference (optional) Systems Pius Lumber GO, Anderson, GA ts.uiu s Apr ZU zulb MI I ek Inausines, Inc. I nu uec ZZ 13:ZZ:34 ZUIb rage 1 I D:C KVADg8YfTXxn nxpOtru 05y9NcO-vMt?hH Ux?eb?fJ 5gz6a4D9i Ma3bQ KAD4j WZz Rcy6 PO3 -2.0-0 6-0-0 9-11-11 2.0.0 6-0-0311-11 4 A F Scale: 3/8"=1' la t l Plate Offsets (X,Y)— [B:0-2-10,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.32. Vert(LL) -0.04 F -I >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.15 F -I >487 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B nla n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 26 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 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except (jt=length) B=0-5-8, C=0-31, D=0-1-8. (lb) - Max Horz B=217(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) E, B. D except C-1114(LC 8) Max Grav All reactions 250 Ib or less at joint(s) E, F, C, D except B=382(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 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 nonconcurlent 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. -7) Provide mechanical connection (by others) of truss to bearing plate capable or withstanding 100 Ib uplift at joint(s) E, B, D except 0=1b) C=114. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. co JPS v�� 2 LU Lu 075435 c rn EXP. 03/3112018 TFOF CALIF ' December 22,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Et 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 W R1Te l.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M11� li 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 oty PlyCRANE floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 849318415 1612-053 J05A Jack -Open 3 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.17 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:35 2016 Page 1 ID:CKVADg8YfTXxnnxpOtruO5y9Nc0-NYRNudVZmxksGTgOXp6JmNFWiTwn3dTEyAJX_3y6P02 6-0-0 9-11-11 6-0-0 3-11-11 T A" 3x5 = E Scale = 1:31.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.36• Vert(LL) 0.06 E -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.17 E -H >412 180 Chrus Heights, CA 95610 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 A n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH 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 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except (jl=length) B=O -3-1, C=0-1-8. (lb)- Max Horz A=181(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) B except C=113(LC 8) Max Grav All reactions 250 Ib or less at joints) A, E, B, C FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; 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 bot(om 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 m all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except Qt=1b) C=113. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B, C. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 22,2016 ® WARNING - Verily design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MI -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 ITS I' 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 iwiTek• 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 ANSVTPIf 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 Chrus Heights, CA 95610 Job Truss Truss Type Ory PlyCRANE a building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is R49318416 1612-053 J06 Jack -Open 1 1 Suite 109 Citrus Heights, CA 95610 Job Reference (optional) Systems Plus Lumber Co,. Anderson, GA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:35 2016 Page 1 ID:CKVADg8YfTXxnnxpOtruO5y9NcO-NYRNudVZmxksGTgOXp6JmNFXJTxf3dTEyAJX_3y6PO2 L -2-0-06-0-0 11-11-11 2-0-0 5-11-11 F Scale = 1:37.0 �9 �1 us Plate Offsets (X,Y)— [B:0-2-10,0-1-8] LOADING (psf) SPACING- 2-0.0 CSI. DEFL in (loo) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.04 G -J >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.15 G -J >487 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 F n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH - Weight: 29 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.t&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. REACTIONS. All bearings Mechanical except 0t=length) B=0-5-8, C=0-3-1, 6=0-1-8, E=0.1-8. I (lb) - Max Horz B=254(LC 8)" Max Uplift All uplift 100 Ib or less at joint(s) F, B. D. E except C-114(LC 8) Max Grav All reactions 250 lb or less at joint(s) F, G, C, D, E except 8=382(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, B. D, E except 0t=1b) C=114. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. E. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �QROFESS/O,ve. CO LU we C 75435 r r * rr R 03/31/2018 0 VIS F December 22,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with 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 iTek' 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 ANSIITPI11 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 C Job Truss Truss Type73'y CSI. Ply CRANE 1. I/deft Ud PLATES GRIP TCLL 20.0 R49318417 1612-053 J06A . Jack -Open 0.06 1, >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional) Jystems rtus Lumber t;o, Anderson, GA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:35 2016 Page 1 I D:CKVADg8YfTXxnnxpOtruO5ygNcO-NYRNudVZmxksGTgOXp6JmNF WiTwn3dTEyAJX_3y6PO2 6-0-0 11-11-11 ' 6-0-0 5-11-11 E 3x5 = F Scale = 1:36.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) 0.06 F -I >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.17 F -I >412 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 A n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 26 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 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. All bearings Mechanical except Ot=length) B=0-3-1, C=0-1-8, D=0-1-8. (lb) - Max Horz A=218(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) C except 13=118(LC 8), D=1114(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, F, B, C, D FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 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 frt between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, D. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C except Ot=lb) B=118,D=114. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B; C, D. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 4 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing , is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlf Pl1 Quality Crtteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. *L 5435 m c rr 3/31/2018 OF CAOty; December 22,2016 Welk' 7777 Greenback Lane Job'I Truss Truss Type Qty Ply CRANE SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 R49318418 1612-053 J07 Jack -Open 1 1 BC 0.23 Vert(TL) -0.15 H -K >487 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Job Reference (optional) Systems Plus Lumber Go, Anderson, GA - 6.Ulu s Apr ZU ZUIb NII I eK InOUStnes, Inc. I nu uec zz 13:ZZ:3b ZUIb rage 1 I D:CKVADgBYfTXxnnxpOtruO5y9NcO-rl?16zWBXFsjudFC5XdYlani3sHuo4jNAg24 W Vy6PO1 -2-0-06-0-0 13-11-11 2-0-0 6-0-0 7-11-11 l� A 3x4 ,, Scale = 1:42.7 6-0-0 6-0-0 Plate Offsets (X,Y)— [B:0.2-10,0-1-81 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.04 H -K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.15 H -K >487 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 G n/a n/a BCDL 10.0 Code IBC2012rrPI2007 Matrix -MSH Weight: 33 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except Qt=length) G=Mechanical, B=0-5-8, H=Mechanical, C=0-3-1. (lb) - Max Horz B=292(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) G, D, E, F except C=-114(LC 8) ' Max Grav All reactions 250 Ib or less at joint(s) G, H. C. D, E. F except B=382(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 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 rut 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 joints) D, E. F. 7) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 100 Ib uplift at joint(s) G, D, E, F except (It=1b) C=114. 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. Q9�OFESS/pit IE 0 W wP C 75435yr",, �- 2018 * C T9TFOF CALIlli December 22,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. VE I' Design valid for use only with Wek® 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 V q 1' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVilTek• 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 ANSlf 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, Alexandra, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty DEFL. CRANE ' Ildefl Ud TCLL 20.0 �Ply� 849318419 1612-053 J07A Jack -Open 3 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) Job Reference (optional) Systems Plus Lumber Go, Anderson, GA 6.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:37 2016 Page 1 ID:CKVADg8Y1TXxnnxpO W 05y9Nc0-KxZ7JJ WpIZ_a WmgPeE8nroKsCGcFXXzXPUod2xy6P00 13-11-11 6-0-0 7-11-11 1 g� F 3x5 = G LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) 0.06 G -J >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.17 G -J >412 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 E n/a nla BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH LUMBER- BRACING - Scale = 1:42.2 PLATES GRIP MT20 220/195 Weight: 29 Ib FT = 20% TOP CHORD 2X4 OF Klo.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 1D-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except (jt=length) A=Mechanical, G=Mechanical, B=0-3-1. (lb) - Max Horz A=256(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) C, D except B=118(LC 8), E=114(LC 8) Max Grav All reactions 250 lb or less at joint(s) A, G, B. C, D, E FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 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 at joint(s) G, D, E. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, D except (jt=1b) B=118, E=114. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B, C, D, E. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. w W C 75435 * EXP. 03!3112018 OFCAL ``` _.._ December 22,2016 AWARNING - 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 MrTek® 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 A C� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ly'�T�r n• 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 TPIt Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety information availaile 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 CRANE (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL R49318420 1612-053 J08 Jack -Open 1 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(TL) Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:37 2016 Page 1 I D:CKVADg8YfTXxnnxpOtruO5y9Nc0-KxZ7JJ WpIZ_a WmgPeE8nroKtpGd7XXzXPUod2xy6P00 -2-"6-0-0 15-11-11 2-0-0 6-M 9-11-11 IR P 3x4 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1:15 TC 0.32 Vert(LL) -0.04 I -L >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.15 I -L >487 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 H n/a I n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH LUMBER- BRACING - Scale: 1/4"=1' 'a PLATES GRIP MT20 220/195 Weight: 36 Ib FT = 20% 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.t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0.1-8 except (jt=length) H=Mechanical, B=0-5-8, 1=Mechanical, C=0-3-1. (lb) - Max Horz B=329(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) H, D, E, F, G except C=-114(LC 8) Max Grav All reactions 250 lb or less at joint(s) H, I, C, D. E, F, G except B=382(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=270/53 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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 rd 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, G. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) H, D. E, F, G except (jt=lb) C=114. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D, E, F, G. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 22,2016 - WARNING - Verify design parameters and READ NOTES ON TWS 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 verily the applicability of design parameters and properly incorporate this design into the overall builtling design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing gyp 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 ANSIrrPit Quality Criteria, DS849 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 PryCRANE (loc) l/defl L/d '1612-053 TCLL 20.0 Plate Grip DOL 1.15 TC 0.36 R49318421 H -K >999 - 240 J08A Jack -Open 3 1 Vert(TL) -0.17 H -K >412 180 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:38 2016 Page 1 ID:CKVADg8YfTXxnnxpOtruO5y9Nc0-o77V WfXR3s6R7wPbCxfOO?tl ygyUG_DgeBXBaNy6PO? $j 6-M - 9-11-11 3x5 = la Scale: 1/4"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) 0.06 H -K >999 - 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.17 H -K >412 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 F n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -MSH Weight: 33 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except (jt=length) A=Mechanical, H=Mechanical, B=0-3-1. (lb) - Max Horz A=293(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) C, D. E except B=118(1 -C 8), F=114(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, H, B, C. D, E. F FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-267/57 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, D. E. F. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, D, E except (jt=1b) B=118, F=114. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B, C. D. E, F. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q?,OFESS/pN PT EOpOs P LU w C 75435Of t *� 5W/-WAk2U8 /* CIVI\. �P OF GAUFO�� December 22,2016 WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M 1.7473 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 q iTeic� 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 iVi 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, Alexandda, VA 22314. Suite 109 Citrus Heights, CA 96610 Job Truss Truss Type Qty Ply CRANE - PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 849318422 1612-053 J09 Jack -Open 3 1 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 1 n/a n/a Job Reference (optional) Systems Plus Lumber Go, Anderson, GA t1.U1U s Apr ZU ZUIb MI I eK mdustnes, Inc. I nu Uec ZZ 13:ZZ:3t1 ZUlb Pagel ID:CKVADg8YfTXxnnxpOtruO5y9NcO-o77VWfXR3s6R7wPbCxf00?t2ZgzMG_Dge8XBaNy6PO? -2-M6-0-0 17-11-11 2-0-0 6-0-0 11-11-11 Scale = 1:54.1 3x4 Plate Offsets (X,Y)— [B:0-2-10,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 11defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.04 J -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.15 J -M >487 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 1 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 39 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except Qt=length) 1=Mechanical, B=0.5-8, J=Mechanical, C=0-3-1. (lb) - Max Horz B=366(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) I, D, E, F, G. H except C=114(LC 8) Max Grav All reactions 250 Ib or less at joint(s) I, J, C, D, E, F, G, H except B=382(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-312/53 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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. G, H. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) I, D. E, F. G, H except (jt=1b) C=114. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D, E. F, G, H. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QRpFESS/ON TEOpOs F4- co w C 75435 c m Of /31!2018 \. TgTFOFCAL\F December 22,2016 WARNING - Verify design to...fens and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. ��' Design valid for use only with Mrrek® 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 R R'Tel.- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MYC C R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Criteria, DSS -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suhe 109 Citrus Heights, CA 95610 r • r Job Truss Truss Type Qty Ply CRANE • I/deft Lid TCLL 20.0 Plate Grip DOL 849318423 1612-053 J09A Jack -Open 1 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) Job Reference o tional bystems Flus Lumber L;o, Anaerson, GA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:39 2016 Page 1 ID:CKVADgBYfrXxnnxpOtruO5ygNcO-GKhtk?Y4gAE114 nmfAFwDPCi4Hj?RSgtoHk7gy6P0_ 6-0-0 17-11-11 IR A 3x4 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) 0.06 I -L >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.17 I -L >412 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 H n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Scale = 1:53.6 I$ PLATES GRIP MT20 220/195 Weight: 36 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except (jt=length) A=0-5-8, H=Mechanical, 1=Mechanical, B=0-31. (lb) - Max Horz A=334(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) H, C, D, E, F, G except B=-118(LC 8) Max Grav All reactions 250 Ib or less at joints) A, H, I, B, C, D, E, F, G FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-13=314/57 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 36-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members.' 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, D, E, F, G. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) H, C, D, E, F. G except (jt=1b) 6=118. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B, C, D. E. F, G. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. WARNING - Verify design peremefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10103/2015 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sube 312, Alexandria, VA 22314. U C 75435 �. *. EXP. 03/31/2018 December 22,2016 Mal MiTek' 7777 Greenback Lane Job Truss Truss Type Oty Pry' CRANE LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP 849318424 1612-053 J09C Jack -Open 2 1 Lumber DOL 1.15 BC . 0.23 Vert(TL) -0.15 K -N >487 180 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BCLL 0.0 Rep Stress Incr YES Job Reference (optional) Systems Plus Lumber Co, Anderson, GA 6.010 s Apr 20 2015 MiTek Industries, Inc. Thu Dec 22 13:22:39 2016 Page 1 I D:C K VADg8Yf'rXxnnxpOtru 05y9 N cO-GKhtk?Y4gAE I I4_n mfAFwD P DJ41 b?RSgtoH k7gy6 PO_ -0-0 i -2 , 6-M 19-10-15 2 0 0 6-" 13.10-15 "i A J Scale = 1:59.4 3x4 i { 6-0-0 Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Plate Offsets (X,Y)— (B:0-2-10,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.04 K -N >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC . 0.23 Vert(TL) -0.15 K -N >487 180 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 J n/a n/a Citrus Hei Ms CA 95610 BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 42 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No. I&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except (jt=length) J=Mechanical, B=D -5-8, K=Mechanical, C=0-3-1. (lb) - Max Horz B=402(LC 8) Max Uplift All upl'Ift 100 Ib or less at joints) J, D, E, F, G, H, I except C-114(LC 8) Max Grav All reactions 250 Ib or less at joint(s) J, K. C, D, E, F. G. H. I except B=382(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-352/53, C -D=270/21 NOTES- (9) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load 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 fn 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, G, H, I. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) J, D. E, F, G. H, I except (It=1b) C=114. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, C. E, F. G. H, 1. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. PROFE SIo�Vd, . w W� C 75435 R EXP. 03131/2018 - t. December 22,2016 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE Mil -7473 rev. 10/03/2015 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 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 Welk' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1Tel.' WYE tl fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPII 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 Ms CA 95610 Job Truss Truss Type Qty CRANE 849316425 1612-053 J11 Jack -Open Girder 1 [ly� 1 Job Reference (optional) systems VIUS Lumoer GO, Anderson, GA _ 2-O 1-11-11 t0 1-11-11 C N I Oh 6.00 12 T' n1 6 2 3x6 d.uiu s Apr zu zulo MI I eK mouslnes, inc. I nu uec LL lb:zz:4u Lulo rage 1 I D:CKVADgBYrrXlmnxpOtruO5y9NcO-kWEGxLZibUM9NEZ_KMhUTQyOsUdwkuiz5SOHeGy6P?z 4-7-07-" 2-7-4 2-11.8 Scale= 1:17.7 1-10-15 1-11-11 7-6-8 1-10.15 I -0H 5.6-13 Plate Offsets (X Y)— [B:D-2-9,0-1-81 LOADING (ps0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.06 D -G >999 240 MT20 220/195 TCDL .10.0 Lumber DOL 1.15 BC 0.29 Vert(TL) -0.17 D -G >521 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH Weight: 16 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 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) C=76/Mechanical, B=255/0.5-8, D=54/Mechanical Max Horz B=68(LC 8) Max Uplift B=71 (LC 8) Max Grav C=152(LC 3), B=255(LC 1), D=l l0(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=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will rd between the bottom chord and any other members. ' 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QROFESS/0 TEO q� uJW C 75435 X EXP. 03/31/2018 • to � _ ,t IA d OF cafty' December 22,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 101032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 0. A'1�e 1.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the t V R 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 Heights, CA 95610 Job Truss Truss Type 1612-053 J12 Jack -Closed R49318426 Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MTek Industries, Inc. Thu Dec 22 13:22:40 2016 Page 1 I D:C KVADg8Yf TXxn nxpOtruO5y9N cO-k WEGxLZi b U M9N EZ_KMh UTQyQ LUg gktTz5 SOH eGy6P7z -2-0-03$12 3-11-11, 7-" 2-0-0 3-6-12 '0-4-15 3-6-13 4x6 \\ Scale = 1:18.3 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 IBC2012/TPI2007 3-6-12 7-" 36-12 3-11-12 CSI. DEFL. in (loc) I/deft - L/d TC 0.17 Vert(LL) -0.01 E -F >999 240 BC 0.10 Vert(TL) -0.02 E -F >999 180 WB 0.11 Horz(TL) 0.00 E n/a n/a Matrix -MSH LUMBER- i BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD BOT CHORD 2X4 DF No.18Btf G WEBS 2X4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) B=432/0-5-8, E=280/Mechanical Max Horz B=83(LC 7) Max Uplift B=-78(LC 8), E=-41 (LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-373/2 BOT CHORD B -F=36/298, E -F=-40/291 WEBS C -E=-322/30 PLATES GRIP MT20 220/195 Weight: 34 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: C -D. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=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) B, E. 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. December 22,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7471 rev. 1010312015 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 •�Ye�y a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing P /i ��®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 VC 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 Ms. CA 95610 Job Truss Truss Type Qty Ply CRANE ' Vdefl Ud TCLL 20.0 Plate Grip DOL 849318427 1612-053 J13 Jack -Partial 1 1 240 TCDL 10.0 Lumber DOL ' BC 0.34 Vert(TL) Job Reference o tional ,ystem5 Plus Lumber 1;0, 5 0 A Anderson, UA 8.010 s Apr 20 2016 MITek Industries, Inc. Thu Dec 22 13:22:41 2016 Page 1 ID:CKVADgBYfTXxnnxpOtruO5y9Nc0-Cioe9gZKMnUO 08At4Cj?eVa3tyFTL46K6mrAiy6P?y -2-0-0 3-2-12 5-11-11 7.6.8 2-0-0 3-2-12 2-9-0 16-13 Scale = 1:21.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.09 F -I >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.34 Vert(TL) -0.28 F -I >316 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 B n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH LUMBER- BRACING - PLATES GRIP MT20 220/195 Weight: 27 Ib FT = 20% TOP CHORD 2X4 DF No. t&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 REACTIONS. (Ib/size) D=84/Mechanical, B=408/0.5-8, E=133/Mechanical Max Horz B=142(LC 8) Max Uplift D=-42(LC 8), 13=62(1_C 8) Max Grav D=84(LC 1), B=408(LC 1), E=163(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=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QROFESS/0, Z��� �p 1E00 Lu w C 75435 * P. 03131/2018 JV1� December 22,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. Hit valid for use only with M7ek® 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 L1 Ai1��1Il.' 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 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 Chrus Hei ms. CA 95610 Job Truss Truss Type Qty Ply CRANE TCDL 10.0 Lumber DOL 1.15 BC 0.10 BCLL 0.0 Rep Stress Incr NO 849318428 1612-053 J14 Roof Special Girder 1 2 TOP CHORD 2X4 DF No. 1SBtr G BOT CHORD 2X6 DF SS G WEBS 2X4 DF Stud/Std G Job Reference optional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:42 2016 Page 1 ID:CKVADgBYfTXxnnxpOtruO5y9NcO-gvMOMOay75ctcYiMRnkyYrl nJHMICnNGZmVOi9y6P?x 3-5-13 6-7-11 7-2-37.6-8 3-5-13 3-1-14 O.6 6-4- 4x6 \\ D 2x4 11 3x4 = 2x4 II 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 TCDL 10.0 Lumber DOL 1.15 BC 0.10 BCLL 0.0 Rep Stress Incr NO WB 0.12 BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No. 1SBtr G BOT CHORD 2X6 DF SS G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) A=658/0-5-8, F=914/Mechanical Max Horz A=126(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-987/0 BOT CHORD A -H=0/872, G -H=0/872 WEBS B -H=0/533, B -G=-837/0, C -G=0/513, C -F=-645/0 3x4 = DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.01 H >999 240 MT20 220/195 Vert(TL) -0.02 H >999 180 Horz(TL) 0.00 F nla n/a Scale = 1:25.3 Weight: 92 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: C -E. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (12) 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 D-9-0 oc. 2) All loads are considered equally applied to all plies, except 6 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=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opst; 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 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Graphical purlin representation does not depict the size or the orientation cf the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 131 Ib down and 91 Ib up at 6-10-1 on top chord, and 222 Ib down at 1-5-4, 222 Ib down at 3-5-4, and 222 Ib down at 5-5-4, and 233 Ib down at 7-4-12 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 -C=60, C -D=60, C -E=-20, A -F=20 Q\yOFESS/ON ��. TEO ql fps F2 W wP C 75435 LIP 0 m EXP. 03/31/2018 OF CAl\F�' December 22,2016 WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. ��' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord rrembers only. Additional temporary and permanent bracing f1 A I�e l.' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the M W 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 Chrus Heights, CA 95610 IJob Truss Truss Type IQty Ply CRANE 849318428 1612-053 J14 Roof Special Girder 1 Job Reference (optional) 6yslems Plus LUMDer Lo, Anderson, CA LOAD CASE(S) Standard Concentrated Loads (lb) Vert: F=233(8) 1-1=222(8) C=82 K= -222(B) L=222(8) o.v w a ryn cu cv lo con r cm muuauica, m, i nu w— cc ".ccZ cv ry rayc c ID:CKVADg8YfTXxnnxpOtruO5ygNcO-gvMOMOay75ctcYiMRnkyYrl nJHMICnNGZmVOi9y6P?x WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MIi-7473 rev. 1010312015 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 pp qqO l building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent. bracing Itltl7' 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 ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information avai:able from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei MCA 95610 _ Job Truss Truss Type Qty - [lyCRANE 849318429 1612-053 SC1 Jack -Open 4 1 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:42 2016 Page 1 I D:CKVADg6YfTXxnnxpOtruO5ygNc0-gvMOMOay75cicYiMRnkyYrl mgH NJCoCGZmVOi9y6P?x -2-"1-11-11 2-0-0 2-0-0 1-11-11 0:6-5 . Scale: V=1' . gI A c vnacw 1n r �— to.v-u—r,v-wt LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) • 0.00 G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 G >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 9 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2-0.0 oc purlins. BOT CHORD 2X4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=260/0-3-8, D=-3/Mechanical, C=21/Mechanical Max Horz B=69(LC 8) Max Uplift B=71 (LC 8), D=-3(LC 1), C=11(LC 8) Max Grav B=260(LC 1), D=25(LC 3), C=21(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D. C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QROF ESS/ON TEOpOs�< 01^ w w C 75435 c m EXP. 03/31/2018 OFC December 22.2016 & WARNING - Ved1y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrfek® 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 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 - .s Job Truss Truss Type Qty (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 [lyTCRANER49318430 MT20 220/195 TCDL 10.0 SC2 Jack -Open 4 G >999 180 Safety Information available from Truss Plate Institute. 218.N. Lee Street Suite 312, Alexandria, VA 22314. BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a ference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:42 2016 Page 1 ID:CKVADg8YfTXxnnxpOtruO5y9NcO-gvMOMOay75ctcYiMRnkyYrl mgHNKCoCGZmVOi9y6P?x -2-M 2-0-0 3-11-11 2-" 2-0-0 1-11-11 Scale = 1:17.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 G >999 180 Safety Information available from Truss Plate Institute. 218.N. Lee Street Suite 312, Alexandria, VA 22314. BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012rrPI2007 Matrix -MSH Weight: 12 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) C=81/Mechanical, B=282/0-5-8, D=32/Mechanical Max Horz B=105(LC 8) Max Uplift C=-46(LC 8), B=-65(LC 8), D=-4(LC 8) Max Grav C=81(LC 1), B=282(LC 1), D=40(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=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B, D. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. PT EOD (D LU C 75435 Fc n EXP. 03/3112018 ter *, December 22,2016 ,& WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MrTek® 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 akvays 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 ANSIlTPII 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 PlyCRANE in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL R49318431 1612-053 SC3 Jack -Open 1 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MITek Industries, Inc. Thu Dec 22 13:22:43 2016 Page 1 ID:CKVADg8YfrXxnnxpOtruO5y9Nc0-85wOaMbauPkkEhHY7VF853axahjQxFSPnOFyFby6P7w -2-0-0 2-0-0 5-11-11 2-0-0 2-0-0 3-11-11 A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 H >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.00 H >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No.t&Btr G BOT CHORD 2X4 DF No.1&Btr G REACTIONS. All bearings Mechanical except (jt=length) B=0.5-8, C=0-1-8. (lb) - Max Horz B=142(LCB) Max Uplift All upl'Ift 100 Ib or less at joint(s) D, B, E, C Max Grav All reactions 250 Ib or less at joint(s) D, E, C except B=283(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:22.4 4 A PLATES GRIP MT20 220/195 Weight: 15 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, B, E, C. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. TeOp�s"`Fti\ C 75435 FC m EXP. 03/31/2018 l December 22,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 A'Te l.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MV 1 Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 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 ^ CRANE C,• 849316432 1612-053 Vol Valley 2 1 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:44 2016 Page 1 I D:CKVADgBYfTXxnnxpOtruO5y9NcO-cHUmnicCfisbrrslZCmOdG77m527ghxZO4_Vnl y6P?v 487 9-0-14 4-6-7 487 • Scale = 1:17.6 4x4 = H G F 2x4 2x4 II 2x4 II 2x4 II 2x4 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well 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 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code IBC2012rrPI2007 Matrix -SH Weight: 30 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.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 9-0-14 (lb) - Max Horz A=32(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) A, E, F, H except G=-301(LC 1) Max Grav All reactions 250 Ib or less at joints) A, E, G except F=368(LC 20), H=368(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=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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=301. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. PROFESS/pN CO�`���� 'TEOp0Z9 G LU UJ C 75435 c m EXP. 03/31/2018 December 22,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MI -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 building component, not �B 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 andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the i1� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUIPI/ 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! his, CA 95610 i Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:44 2016 Page 1 ID:CKVADg8Yf rXxnnxpOtruO5y9NcO-cHUmnicCfisbrrslZCmQdG78Q51_ghiZO4_Vn1y6P7v 2-6-7 5-0-14 2-6-7 2.6-7 3x4 B Scale = 1:10.8 2x4 2x4 LOADING (psj) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.15 BC 0.15 Vert(TL) n/a n/a 999 BCLL . 0.0 Rep Stress Incr YES WB . 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IBC2012lrP12007 Matrix -SH LUMBER- BRACING - PLATES GRIP MT20 220/195 Weight: 13 Ib FT = 20% TOP CHORD 2X4 DF No,1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-14 oc purlins. BOT CHORD 2X4 DF No -2 G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) A=15415 -0-14,C=15415-0-14 Max Horz A=15(LC 8) Max Uplift A=-16(LC 8), C=-16(LC 9) 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=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ' � QRpFESSlpN T EOpOs �F2 P F CIO LU C 75435 EXP. 03/31/2018 December 22,2016 WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 119I.7473 rev. 1010312015 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 qq 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 ANSVrN1 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 Chrus Hei his, CA 95610 IJob Truss Truss Type Qty Ply CRANE 1� R49318434 1612-053 V05 Valley 1 1 Job Reference o lional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:45 2016 Page 1 I D:CKVADg8YfTXxnnxpOtruO5y9Nc0-5U29_2cgQ0_RT?Rx6wHfAUfI_UO8P81 iFkk2JTy6P?u 9-1-11 18-3-6 9-1-11 9-1-11 Scale = 1:29.1 4x4 = D 3x4 % L K J I H 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 G n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH LUMBER- BRACING - PLATES GRIP MT20 220/195 Weight: 69 Ib FT = 20% TOP CHORD 2X4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 18-3-6. (lb) - Max Horz A=-69(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) A, J, H, I, L, K Max Grav All reactions 250 Ib or less at joint(s) A, G, J except H=340(LC 1), 1=272(LC 20), L=340(LC 1), K=272(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=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 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, J. H, I, L, K. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OQRI ESS/ON� T EOpOs CO F WC 75435 �. rn EXP. 03/31/2018 OF CAUF December 22,2016 AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE J-7473 rev. 10/032015 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 for Ni iTek' always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrfP11 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 C1rus Heights. CA 95610 Job Truss Truss Type Qty Ply CRANE • TCLL 20.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) R49318435 1612-053 V06 Valley 1 1 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) bystems VIUs LUmDer 1;0, Anderson, UA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:45 2016 Page 1 ID:CKVADg8YfTXxnnxpOW05y9NcO-5U29_2cgQ0_RT?Rx6wHfAUFlM000P8BiFkk2JTy6P?u I 14-3-6 4x4 = Scale: 12"=1' C 3x4 % H G F. 3x4 2x4 11 2x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH LUMBER- BRACING - PLATES GRIP MT20 220/195 Weight: 47 Ib FT = 20% TOP CHORD 2X4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 14-3-6. (lb) - Max Horz A=53(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) A, E, F, H Max Grav All reactions 250 Ib or less at joint(s) A, E. G except F=314(LC 20), H=314(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=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. t QFiOFESS/p\ w C75435 R �xP: ear�t2o�a OFCA'OtF � December 22,2016 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 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 parameter and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p q iTek' 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 Heights, CA 95610 R49318436 1612-053 V07 Valley 1 I Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:46 2016 Page 1 I D:CKVADg8Yf rXxnnxpO W 05ygNc0-Zgr-XCOdTBK615907gdouihCTHuji8barUOTcrvy6P7t 5-1-11 10-3-6 ` - 5-1-11 5-1-11 • 4x4 Scale = 1:17.8 = C H G F - 2x4 % 2x4 II 2x4 II .2x4 II 2x4 � f n_u 103-6 LOADING (psf) SPACING- 2-0-0 CSI., DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -SH Weight: 34 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.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 10-3-6. (lb) - Max Horz A=36(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) A, E. G. F, H Max Grav All reactions 250 Ib or less at joint(s) A, E, G except F=301(LC 1), H=301(LC 1) 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=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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. G, F, H. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. W we C 75435 c R I *. EXP. 03/31/2018 December 22,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/032015 BEFORE USE.��' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - Welk' is always required PoWYAr 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 He! his, CA 95610 Job Truss Truss Type Qty in (loc) CRANE ,1612-053 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 �Ply� 849318437 n/a V08 Valley 1 1 Lumber DOL 1.15 BC 0.05 Vert(TL) n/a n/a 999 Job Reference (optional) Systems Pius Lumber Go, Anderson, UA 6.010 s Apr ZO ZU16 MiTek Industries, Inc. Thu Dec 22 13:22:47 Z016 Page 1 ID:CKVADgBYfTXxnnxpOtruO5y9NcO-1 s9vPke5ydE9jJbKEKJ7FvleCl4Bt21?i 1 D9OMy6P?s 3-1-11 6-3-6 3-1-11 3-1-11 B 4x4 = 2x4 i 2x4 II D 2x4 Scale = 1:12.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH Weight: 18 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. I&Btf G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2X4 DF Stud/Std G REACTIONS. (Ib/size) A=103/6-3-6, C=103/6-3-6, D=197/6-3-6 Max Horz A=20(LC 8) Max Uplift A=-22(LC 8), C=-26(LC 9) 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; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf: BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �� Z TEOp�s�F� W LID C)C 75435 Fc m of EXP. 03/31/2018 s T OF CAO\ December 22,2016 ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE Mit-7473—.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 nembers only. Additional temporary and permanent bracing A A ��®A.' M1/Y R is abvays 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 ANSVrPI1 Quality Criteria, DSS -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexardria, VA 22314. Suite 109 Chms Hei Ms CA 95610 11 Job Truss Truss Type Qty in (loc) Udefl Lid TCLL 20.0 Plate Grip DOL [lyECRAN R49318438 1612-053 V10 Valley 1 1 Lumber DOL 1.15 BC 0.03 Vert(TL) n/a n/a Job Reference o tional Systems flus Lumber GO, Anderson, GA 6.U1U 5 Apr ZU ZUlb MI I eK Industries, Inc. i nu UeC ZZ 1 s:ZZ:41 ZU1b rage 7 ID:CKVADg8YfTXxnnxpOtruO5y9Nc0-1 s9vPke5ydE9jJbKEKJ7 FvH814Vt2R?i1 D9OMy6P?s 1-6-7 3.0-14 1.6-7 1$7 3x4 = 6.00 12 B Scale = 1:6.5 2x4 Plate 2x4 LOADING (psf) SPACING- 2-0-0 CSI.DEFL. in (loc) Udefl Lid TCLL 20.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -SH LUMBER- BRACING - PLATES GRIP MT20 .220/195 Weight: 7 Ib FT = 20% TOP CHORD 2X4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-0.14 oc purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. REACTIONS. (Ib/size) A=74/3-0-14, C=74/3-0-14 Max Horz A=-7(LC 13) Max Uplift A=-8(LC 8), C=-8(LC 9) ,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; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. -TE D �cc�G1 w w� C 75435 Fc m 0 M EXP. 03/31/2018 P OFIC December 22,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. ��' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and 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 IyloTek• 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 PII Quality Criteria, OSB -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 City PlyCRANE /249318439 •1612-053 � V11 Valley 1 1 Job Reference (optional) ybiC lb r!Ub LU11-1 VV, WIUGIbVII, VH o.V iv b Hili LV LV Io IVII I ex Irluubuieb, Irlc. I flu UCG 22 13:22:4/ 26 10 Page I ID:CKVADgBYf rXxnnxpOtruO5y9NcO-1 s9vPke5ydE9jJbKEKJ7Fvlejl4At2v?i1 D9OMy6P?s r 5-10-0 } 7-2-10 5-10-0 D' Scale = 1:21.3 OTHERS 2X4 DF Stud/Std G REACTIONS. (Ib/size) A=72/5-10-0, E=211/5-10-0, F=215/510-0 Max Horz A=124(LC 5) Max Uplift E=-81(LC 5), F=-53(LC 8) Max Grav A=80(LC 16), E=211(LC 1), F=215(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=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end verlical 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) E, F. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. w� C 75435 Lu EXP. 03/31/2018 t* � OF CAUFv` December 22,201E WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11171.7473 rev. 10/03/2015 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 a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing A Al el.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � V 9 IC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 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 F E • 2x4 2x4 II 2x4 11 I ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 D n/r 120 , MT20 220/195 ' TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.01 D n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 E n/a n/a BCDL 10.0 Code IBC2012rrPI2007 Matrix -SH Weight: 22 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins, BOT CHORD 2X4 DF No.2 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 REACTIONS. (Ib/size) A=72/5-10-0, E=211/5-10-0, F=215/510-0 Max Horz A=124(LC 5) Max Uplift E=-81(LC 5), F=-53(LC 8) Max Grav A=80(LC 16), E=211(LC 1), F=215(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=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end verlical 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) E, F. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. w� C 75435 Lu EXP. 03/31/2018 t* � OF CAUFv` December 22,201E WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11171.7473 rev. 10/03/2015 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 a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing A Al el.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � V 9 IC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 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 CRANE 849318440 7612-053 V12 Valley 1 1 Job Reference (optional) oyareum r.oa ..coati ��,. - rwruarsurr, ter• O.UIU s Aprzuzuit)miieKinaustnesjnc. I nu Uec ZZ 1s:ZZ:4d ZU16 Pagel I D:C KVADg8YfTXxnnxpOtru 05y9 Nc0-V3j Hd4fjixMO KTAWo2q Mo6Hpgi PscVh8xhyjwoy6P?r 310-0 6-0-0 7-2-10 3-10-0 2-2-0 1-2-10 D 2x4 i 2x4 II E Id NA N Scale = 1:21.1 LOADING (psf). SPACING- 2-0-0 CSL DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 A-E >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL) -0.01 A-E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C nla n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH Weight: 17 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, BOT CHORD 2X4 DF No.2 G except end verticals. . WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) A=109/3-10-0, E=196/3-10-0, C=153/0-3-8 Max Hoa A=107(LC 5) Max Uplift E=-74(LC 8), C -76(1_C 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. .wP C 75435 c a * EXP. 03/31/2018 OF CAt\f December 22,2016 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 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 qiTek� 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 M fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AN£IfTPI1 Quality Criteria, DSB-89 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 his. CA 95610 t I Job Truss Truss Type Qty ' Ply CRANE R49316441 1612-053 V13 Valley 1 1 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:48 2016 Page 1 I D:C KVADgBYfTXxnnxpOtruO5y9Nc0-V3j Hd4rjjixMOKTAWo2g Mo6HgNiQ 5cVh 8xhyjwoy6P?r r 1-10-0 6-64 1-10-0 4-84 Scale = 1:19.5 E ' r D 1N F 6.00 f12 d C A I A rn cb r N 4x6 B A 2x4 F LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 A >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.01 Vert(TL) -0.00 A >999' 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -SH Weight: 12 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1SBtr G TOP CHORD Structural wood sheathing directly applied or 1-10-0 oc purlins, BOT CHORD 2X4 DF No.2 G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-0 except Qt=length) D=0-3-8, C=0-3-8. (lb) - Max Horz A=99(LC 8) Max Uplift All uplift 100 Ib or less at joints) F, D, C Max Grav All reactions 250 Ib or less at joints) A, F, D, C FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom Chord live load 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) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) F, D. C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. IEOp Oz, ,yG) LU WP C 75435LP EXP. 03/31/2018 k *' OFCgL\Fv' v December 22,2016 WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE 11111.7473 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 p 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 ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII 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 Ms CA 95610 r Job Truss Truss Type Qty �PlyCRANE ` 849318442 •1612-053 V14 Valley 1 1 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:49 2016 Page 1 I D:CKVADg8YfTXxnnxpOtruO5y9NcO-zFHfgQgLTFUtydiLlMbKKgxM6lwLy31ALiGSFy6P?q 9-1-13 9113 E 1» Scale = 1:25.1 • I 'H G I F LOADING (psf)- SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 F n/a n/a BCDL 10.0 Code IBC201121TPI2007 Matrix -SH Weight: 38 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.2 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 REACTIONS. All bearings 9-1-13. (lb) - Max Horz A=160(LC 7) Max Uplift All uplift 100 Ib or less at joints) F, G. I except H=-304(LC 3) Max Grav All reactions 250 Ib or less at joint(s) A, F, H except. G=378(LC 1), 1=335(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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 id 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) F, G, I except Gt=1b) H=304. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OQROFESS/pN� IE 0 ZP E0ZP n wP C 75435 LP W 0 rn M " E 018 * •• 1t OF CAL\Fv`_ December 22,2016 WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use cny with MTeM 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 g q iTek� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iUi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII 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 Heights, CA 95610 Job Truss Truss Type Qty Ply CRANE • PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 849318443 1612-053 - V15 Valley 1 1 Lumber DOL 1.15 BC 0.08 Vert(TL) n/a n/a 999 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 6.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:49 2016 Page 1 I D:CKVADgBYf'rXxnnxpOtruO5y9Nc0-zFHfgQgLTFUtydiLIMbKKgyE619Ly71ALiGSFy6P7q 7-1-13 7-1-13 2x4 II C E D 2x4 i 2x4 II 2x4 II Scale = 1:22.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud. PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) n/a n/a 999 Chrus Heights, CA 95610 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IBC2012lrP12007 Matrix -SH Weight: 25 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.2 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 REACTIONS. (Ib/size) A=83/7-1-13, D=107/7-1-13; E=320/7-1-13 Max Horz A=122(LC 5) Max Uplift 0=-18(LC 5), E=-91(LC 8) Max Grav A=91(LC 16), D=107(LC 1), E=320(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=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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. QRpFESS T EOp0s <<c� CO .w� C 75435 �� EXP. 03131/2018 OFCAUF� December 22,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MIT06 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 vidual truss web andlor chord members only. Additional temporary and permanent bracing Li f A e�Z is a ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � V 1 IT fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII 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 Chrus Heights, CA 95610 Job Truss Truss Type Qty Ply CRANE • t1 A 1Te l.' 2x4 II 2x4 II fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPl1 Quality Criteria, DSB-99 and BCSI Building Component R49318444 1612-053. V16 Valley 1 1 2-0-0 CSL DEFL. in (loc)' I/deft Ud PLATES GRIP Job Reference (optional) Systems Plus LUMDef GO, Anderson, GA t1.UlU s Apr ZU 2U16 Mi I ex Inaustnes, Inc. Jhu Dec 22 13:22:bU 2016 Pagel ID:CKVADg8YfTXxnnxpOtruO5y9Nc0-RRr221gzEYckamKvvTtgtXN8UV644PdRP?Rp_hy6P?p 5-1-13 5-1-13 2x4 II C Scale: 3/4"=1' OTHERS 2X4 DF Stud/Std G REACTIONS. (Ib/size) A=53/5-1-13, D=77/5-1-13, E=221/5-1-13 Max Horz A=84(LC 5) Max Uplift D=-13(LC 5), E=-62(LC 8) Max Grav A=60(LC 16), D=77(LC 1), E=221(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=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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. QRpF W w C 75435 R EXP. 03/31/2018 OFCAI\� December 22,2016 A WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 01-7473 rev. 10/03,2015 BEFORE USE.��' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not E D 2x4 % t1 A 1Te l.' 2x4 II 2x4 II fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPl1 Quality Criteria, DSB-99 and BCSI Building Component I t Suite 109 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc)' I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) Ilia n/a 999 ' BCLL 0.0 " Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH Weight: 18 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 5-1-13 oc purlins, BOT CHORD 2X4 DF No.2 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 REACTIONS. (Ib/size) A=53/5-1-13, D=77/5-1-13, E=221/5-1-13 Max Horz A=84(LC 5) Max Uplift D=-13(LC 5), E=-62(LC 8) Max Grav A=60(LC 16), D=77(LC 1), E=221(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=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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. QRpF W w C 75435 R EXP. 03/31/2018 OFCAI\� December 22,2016 A WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 01-7473 rev. 10/03,2015 BEFORE USE.��' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 t1 A 1Te l.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 V! R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPl1 Quality Criteria, DSB-99 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 1. Job Truss 1612-053 ` V17 Systems Plus Lumber Co, Anderson; CA Type R49318445 Valley 1 1 Job Reference (optional) 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:50 2016 Page 1 ID:CKVADg8YfTXxnnxpOtruO5ygNcO-RRr221gzEYckamKvvTtgtXN9YV6v4PBRP?Rp hy6P?p 3-1-13 3-1-13 Scale = 1:10.7 B C 2x4. % 1 2x4 II " LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate, Grip DOL 1.15 TC 0.06 Vert(LL) . n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) n/a n/a- 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -SH Weight: 9 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins, BOT CHORD 2X4 DF No.2 G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) A=9613-1-13, C=96/3-1-13 Max Horz A=45(LC 5) Max Uplift A=10(LC 8), C=-22(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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. oQj�pFESS/0N9 W LUC 75435 c m - EXP. 03/31/2018 9TFOF CALF • December 22,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M 1.7473 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 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 ANSIrrPli 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 Chrus Heights, CA 95610 r - 4 Job Truss Truss Type City Ply CRANE <- 849318446 1612-053 WD1 Rafter 4 1 Job Reference o tional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MTek Industries, Inc. Thu Dec 22 13:22:51 2016 Page 1 I D:C KVADg8YfTXxnnxpObu05y9Nc0-vd PO F5hb?slb Bwv5TA03PIvKnvSxpsRbdfB NX7y6P?o 2-0-7 2-0-7 Scale = 1:9.6 B t � . F C, 1 4w 2-0-7 LOADING (pal) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) -0.00 A >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(TL) -0.00 A -B >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH , Weight: 3 Ib , FT = 20% LUMBER- M1 BRACING - TOP CHORD 2X4 DF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 1110-0 oc bracing. REACTIONS. (Ib/size) A=52/0-3-8, B=52/0-3-8 Max Horz A=33(LC 8) Max Uplift A=-14(LC 8), B=-30(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a 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. WARNING - Verfly 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 whh MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify, the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Opj�OFESSI IEOp `< QLO OS, �yc LU w� C 75435 Fc. n r *_ �EXP. 03131/2018 December 22,2016 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Pty CRANE �~ R49318447 1612-053 W02 Rafter 4 1 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 6.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:51 2016 Page 1 I D: C KVADgBYfTXxnnxpOtruO5y9Nc0-vd PQ F5h b?slbBwv5TA03 PlvKnvSxp sRbdfBNX7y6P?o 2-0-7 2-0-7 Scale = 1:9.6 B 6.00 12 N L -U-/ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! - Ud PLATES GRIP TCLL20.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) -0.00 A >999 240 TCDL . 10.0 Lumber DOL 1.15 BC 0.00 Vert(TL) -0.00 A -B >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 3 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=52/0-3-8, B=52/0-3-8 Max Horz A=33(LC 8) Max Uplift A=-14(LC 8), B=-30(LC 8) FORCES. (!b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2)' This truss has been designed for a 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. oQ�kOFESS,r ED�Os ,w� C' 5435 * rn EXP. 03/31/2018 OF CAI. December 222016 WARNING - VerNy 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing NiiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIt Quality Criteria, 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 chrus Heights, CA 95610 0 / ;i a� 6.010 s Apr 20 2016 MiTek Industries, Inc. Thu Dec 22 13:22:51 2016 Page 1 I D: C KVADgBYfTXxnnxpOtruO5y9Nc0-vd PQ F5h b?slbBwv5TA03 PlvKnvSxp sRbdfBNX7y6P?o 2-0-7 2-0-7 Scale = 1:9.6 B 6.00 12 N L -U-/ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! - Ud PLATES GRIP TCLL20.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) -0.00 A >999 240 TCDL . 10.0 Lumber DOL 1.15 BC 0.00 Vert(TL) -0.00 A -B >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 3 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=52/0-3-8, B=52/0-3-8 Max Horz A=33(LC 8) Max Uplift A=-14(LC 8), B=-30(LC 8) FORCES. (!b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2)' This truss has been designed for a 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. oQ�kOFESS,r ED�Os ,w� C' 5435 * rn EXP. 03/31/2018 OF CAI. December 222016 WARNING - VerNy 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing NiiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIt Quality Criteria, 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 chrus Heights, CA 95610 0 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION _ 3/ ' Center plate on joint unless x, y -►1 , 1 4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury 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, 9 g, is always required. See SCSI. �-y1fi c1-2 c2a 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves wide spacing, 0 WEBS O��, cc 1 w�+0 = U S 5O AC51-6 may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never aUstack materials on inadequately braced trusses. F_ p 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c7-e c6-7 H designer, erection supervisor, property owner and plates 0 'hA' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. p THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20120 NUMBERS/LETTERS. 6. Unless otherwise noted, moisture content lumber software or upon request. shall not exceed 19% at time of fabrication.. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsihility of tniss 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. specked. 13. Top chords must be sheathed or purlins provided at indicated design. output. Use T or I bracing spacing on 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. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 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: Iis ANSI/TPI1: National Design Specification for MetalMY19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. not sufficient. DSB-89: Design Standard for Bracing. a $ BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate 4- Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 i ti� I IT=I',l I i 11 `L ) A A07 1.1 S 1 -V14 — 02 _ Cn LC V01 I _ (n � A10 — rn V15 _ CO_N N A11 V16 E 2 E02 Al2 V17 ti o 0 0 0 0 0 0 0 0 0 0 ,) N A13 CO 00 -4 O Vl A . . W N .14 \Fj\= E01 —.j I I I I I W02 W01— A_1.5 V13 SC1 io D Vol C- rn SC2 con C) o-4 000 V12 SC1 0 Co o `o o `0 ` O CD o. SC2 D D D D co o . n V SC2 0 W02_ oe A01 E04 J14 00 A02 c`oo w A E05 � nJ13 p� o CR C- � wN A03 0 0 E06 J12 0 N N A04 J11 J W 0 2, A05 p`l cn cnca O r i w 0o Co a) 0o W A06 0 802(6) N W i i0 UOi A W W W � 7-06-08 A07 -. 00 - ' ♦ - 0 •..1, ,. ► i ti� I IT=I',l I i 11 `L ) A A07 1.1 S 1 -V14 — Cn LC I _ (n � A10 — rn V15 _ CO_N N A11 V16 Al2 V17 A13 A14 A_1.5 V13 C- rn SC2 con C) o-4 000 V12 o D D D D C- C- CP 0 0 0 0 0o SC1 co w6 � 0)cn ' V W02_ E04 J14 c`oo w A E05 � nJ13 p� o CR C- � wN E06 J12 J11 J W 0 2, p`l cn cnca O w 0o Co a) 0o W co co O 802(6) N W i i0 UOi A W W W 7-06-08 UR IFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Crane 2293 Calculation Description: Compliance Calculation Date/Time: 08:30, Wed, Dec 21, 2016 Input File Name: Crane 2293 12-20-16.ribd ,, ,00On CF1R-PRF-01 \;3BUTTE COUNTY Page 1 of 10 DEC 3 0 2016 GENERAL INFORMATION 01 in.n1 7i'T ,I'�T?A R1Cl�T 01 Project Name Crane 2293 03 CRR VT(7E' 02 Calculation Description Residence 07 r t'o 03 Project Location 9337 Frederick Lane Standard Design 04 City Durham, CA 05 Standards Version Compliance 2015 06 Zip Code 95938 07 Compliance Manager Version BEMCmpMgr 2013-4c (695) 08 Climate Zone CZ11 09 Software Version CBECC-Res 2013-4c (868) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 268 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft) 2293 15 Number of Zones 1 16 Slab Area (ft2) 2293 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No 20 Addition Slab Area (ft2) N/A 21 Glazing Percentage (%) 23.1% COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or,more Special Features shown below t-t-'-rc t%nll 1KITV r�� ;at r11A low i^11i /e c+lf'1A1 Registration Number: 216-NO44205OD-000000000-0000 Registration Date/Time: 2016-12-21 08:33:26 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-11282016-695 Report Generated at: 2016-12-2108:31:25 ENERGY USE SUMMARY =i.0�+�%—t-* r, W**' W-0, n+n nw w iP'" Ir'R 04 05 06 07 r t'o MU V rO8L1 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 25.73 19.62 6.11 23.7% Space Cooling 45.26 47.62 -2.36 -5.2% IAQ Ventilation 0.92 0.92 0.00 0.0% Water Heating 17.85 8.95 8.90 49.9% Photovoltaic Offset ---- 0.00 0.00 ---- Compliance Energy Total 89.76 77.11 12.65 14.1% Registration Number: 216-NO44205OD-000000000-0000 Registration Date/Time: 2016-12-21 08:33:26 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-11282016-695 Report Generated at: 2016-12-2108:31:25 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Crane 2293 Calculation Date/Time: 08:30, Wed, Dec 21, 2016 Calculation Description: Compliance Input File Name: Crane 2293 12-20-16.ribd REQUIRED SPECIAL FEATURES The following are features.that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Ceiling has high level of insulation • Window overhangs and/or fins HERS FEATURE SUMMARY CF1 R -PRF -01 Page 2 of 10 The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAQ mechanical ventilation - Cooling System Verifications: • Minimum Airflow • Verified EER • Verified SEER • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: --None =- ENERGY DESIGN RATING ✓� �� i ' �¢ + r : t C . ' This is the sum of the annual TDV energy consumption for energy use components: included in the performance compliance approach for the:Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated by Title 24, Part 6 (such as`domestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. '` ,tet 7_1 r__ ' "�. 1 { Zr , v t ;• Reference Energy Use Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* 148.28 135.63 12.65 8.5% • includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Crane 2293 2293 1 2 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Conditioned Conditioned HVAC System 1 2293 10.3 Water Heater Registration Number: 216-NO44205OD-000000000-0000 Registration Date/Time: 2016-12-21 08:33:26 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-11282016-695 Report Generated at: 2016-12-2108:31:25 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Crane 2293 Calculation Date/Time: 08:30, Wed, Dec 21, 2016 Page 3 of 10 Calculation Description: Compliance Input File Name: Crane 2293 12-20-16.ribd OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft) Window & Door Area (ft2) Tilt (deg) Fwall - Siding Conditioned R23 BIB Wall 268 Front 669 194 90 Bwall - Siding Conditioned R23 BIB Wall 88 Back 669 187.5 90 Rwall - Siding Conditioned R23 BIB Wall 178 Right 580 78 90 Lwall - Siding Conditioned R23 BIB Wall 358 Left 450 97.5 90 GarToHouse Conditioned»Garage Gar -House R23 BIB 139.5 20 Kwall Conditioned»Attic Kwall R19 37 Ceiling (below attic) 1 Conditioned R48 Ceiling below attic 2293 Gwall Front Garage Garage Ext Wall 268 Front 240 90 Gwall Left Garage Garage Ext Wall 358 Left 240 144 90 Gwall Right Garage Garage Ext Wall 178 Right 110 90 Gwall Back Garage Garage Ext Wall 88 Back 240 90 Gar Ceiling Garage'` � RO ClgBIwAttic Cons i 570 ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Gar Attic Asphalt RB Roof Ventilated 6 0.1 0.85 Yes No Attic Asphalt RB Roof Ventilated 6 0.1 0.85 Yes No Registration Number: 216-NO44205OD-000000000-0000 Registration Date/Time: 2016-12-21 08:33:26 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-11282016-695 Report Generated at: 2016-12-2108:31:25 CERTIFICATE OF. COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Crane 2293 Calculation Date/Time: 08:30, Wed, Dec 21, 2016 ' Calculation Description: Compliance Input File Name: Crane 2293 12-20-16.ribd CF1 R -PRF -01 Page 4 of 10 WINDOWS - 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er ' Area (ft) U -factor SHGC Exterior Shading 2060 SH (L -Dining) Window Fwall - Siding (Front -268) 2.0 6.0 1 112.0 0.32 0.28 Insect Screen (default) 2060 SH (R -Dining) Window Fwall - Siding (Front -268) 2.0 6.0 1 12.0_ 0.32 0.28 Insect Screen (default) 5060 Fix (Dining) Window Fwall - Siding (Front -268) -5.0 6.0 1 30.0! 0.33 0.29 Insect Screen (default) 3050 SH (L -Bed 2) Window Fwall - Siding (Front -268) 3.0 5.0 1 115.0} 0.32 0.28 Insect Screen (default) 3050 SH (R -Bed 2) Window Fwall - Siding (Front -268) 3.0 5.0 1 (15.0) 0.32 0.28 Insect Screen (default) 5060 Fix/XO(M. Bath -F) h-F) Window Fwall- - Siding (Front -268) 5.0 6.0 1 30.0 0.32 0.28 Insect Screen (default) - 2640 SH (Powder) Window Fwall - Siding (Front -268) 2.5 4.0 '1 r100 0.32 0.28 Insect Screen (default) 3070 SH (L -Entry) Window Fwall - Siding (Front -268) 3.0 7.0 1 (21.0% 0.32 0.28 Insect Screen (default) 3070 SH (R -Entry) Window Fwall - Siding (Front -268) • 3.0 7.0 1 (21.0 0.32 0.28 Insect Screen (default) 3060 SH (L -M. Bed) Window • -Window - = Bwall - Siding (Back -88) 3.0 6.0 1 18.0' 0.32 0.28 Insect Screen (default) . 3060 SH (R -M. Bed) Bwall - Siding (Back -88) y� 3.0 y� 6.0 1 18.V 0.32 0.28 Insect Screen (default) 2060 SH (L -Great) Window Bwall =, Siding (Back 88)r; l �; 2.0 _ 6.0 3 �.1 ,•12.0'0.32 0.28 Insect Screen (default) 2060 SH (R -Great) Window Bwall ti Siding (Back=88) iti _ f� ,`; 2.04 j 6.0 k•.1 4 12.0 0.32 0.28 Insect Screen (default) 4060 Fix (Great) Window ' Wwall - Siding (Back788) 4.0;,t � � 16.0 1 -- JJ24.0,-` 0.33 0.29 Insect Screen (default) 6080 SGD (Great) Window 'Bwall - Siding (Back -88) ,mss 6.0,1' 8.0 ' 1 f48.0� 0.34 0.30 Insect Screen (default) 1646 SH (L -Kitchen) Window Bwall - Siding (Back -88) 1.5 4.5 1 i 6.8 0.32 0.28 Insect Screen (default) 1646 SH (R -Kitchen) Window Bwall - Siding (Back -88) 1.5 4.5 1 f 6.8 0.32 0.28 Insect Screen (default) 4046 Fix (Kitchen) Window Bwall - Siding (Back -88) 4.0 4.5 1 118.0,' 0.33 0.29 Insect Screen (default) 3080 FR (Mud) Window Bwall - Siding (Back -88) 3.0 8.0 1 24.0' 0.34 0.30 Insect Screen (default) 3080 FR (Bed 2) Window Rwall - Siding (Right -178) 3.0 8.0 1 '24.0 0.34 0.30 Insect Screen (default) 2040 SH (Bath) Window Rwall - Siding (Right -178) 2.0 4.0 1 {8.0' 0.32 0.28 Insect Screen (default) 5060 Fix/XO (M. Bath -R) Window t Rwall - Siding (Right -178) 5.0 6.0 1 30.0 0.32 0.28 Insect Screen (default) 2640 SH (M. Bath) Window 1 Rwall - Siding (Right -178) 2.5 4.0 1 10.t) 0.32 0.28 Insect Screen (default) 3010 Fix (L -WIC) Window Rwall -Siding (Right -178)3.0 1.0 1 3.0 0.33 0.29 . Insect Screen (default) 3010 Fix (R -WIC) Window Rwall - Siding (Right -178) 3.0 1.0 1 .�3.0/ 0.33 0.29 Insect Screen (default) 3060 SH (L -M. Bed -L) Window Lwall - Siding (Left -358) 3.0 6.0 1 (18A 0.32 0.28 Insect Screen (default) 3060 SH (R -M. Bed -L) Window Lwall - Siding (Left -358) 3.0 6.0 1 18.0 0.32 0.28 Insect Screen (default) 6080 SGD (M. Bed) Window Lwall - Siding (Left -358) 6.0 8.0 1 X48:0` " 0.34 0.30 Insect Screen (default) Registration Number: 216-NO44205OD-000000000-0000 Registration Date/Time: 2016-12-21 08:33:26 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-11282016-695 HERS Provider: CaICERTS inc. Report Generated at: 2016-12-2108:31:25 r CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Crane 2293 Calculation Date/Time: 08:30, Wed, Dec 21, 2016 Page 5 of 10 Calculation Description: Compliance Input File Name: Crane 2293 12-20-16.ribd 3046 SH (Kitchen) Window Lwall - Siding (Left -358) 3.0 4.5 1_3.5 1 0.32 0.28 Insect Screen (default) DOORS, w 01 02 03 04 Name Side of Building Area (ft) U -factor Front Dr -2 Fwall - Siding (-28:0 0.50 GarToHouse Dr GarToHouse `r 20.0, 0.50 GDoor Gwall Left -144.0 1.00 Registration Number: 216-NO44205OD-000000000-0000 Registration Date/Time: 2016-12-21 08:33:26 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF113-11282016-695 Report Generated at: 2016-12-2108:31:25 sN f 4th. Registration Number: 216-NO44205OD-000000000-0000 Registration Date/Time: 2016-12-21 08:33:26 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF113-11282016-695 Report Generated at: 2016-12-2108:31:25 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Crane 2293 Calculation Description: Compliance Calculation Date/Time: 08:30, Wed, Dec 21, 2016 Input File Name: Crane 2293 12-20-16.ribd 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 DistL Bot Up Depth Top Up Dist R Bot Up 2060 SH (L -Dining) 2.3 2 5.5 48 1 0 0 0 0 0 0 0 0 2060 SH (R -Dining) 2.3 2 13 40.5 1 0 0 0 0 0 0 0 0 5060 Fix (Dining) 2.3 2 7.8 42.8 1 0 0 0 0 0 0 0 0 3050 SH (L -Bed 2) 2.3 2 41.2 11.5 1 0 0 0 0 0 0 0 0 3050 SH (R -Bed 2) 2.3 2 44.5 8.2 1 0 0 0 0 0 0 0 0 5060 Fix/XO (M. Bath -F) 2.3 2 87 3 1 22.5 2 1.6 0 0 0 0 0 2640 SH (Powder) 2.3 2 28.6 57 1 2 2.3 2.3 0 4.5 2.3 3.7 0 3070 SH (L -Entry) 7.5 2 7.1 16.5 0 2.5 2.3 2.8 0 2.5 2.3 12.3 0 3070 SH (R -Entry) 7.5 2 16.5 7.1 0 2.5 2.3 12.3 0 2.5 2.3 2.8 0 2060 SH (L -Great) 11.8 2 28.7 32.3 1 22.5 2.3 1 0 2.5 2.3 15 0 2060 SH (R -Great) 11.8 2 35.2 25.8 1- 22.5 2.3 7.5 0 2.5 2.3 8.5 0 4060 Fix (Great) 11.8 2 30.9" • '28.1 1` _ 22.5,- . 2.3 3.3 = 0 2.5 2.3 10.8 0 6080 SGD (Great) 11.8 y 2 " 12 38:5 18.5 1 22.5 2.3 10.8 0 2.5 2.3 1.2 0 1646 SH (L -Kitchen) 9.3 ' . t• 49.4 - r-.12.1 .11 e 20 `' # 2.3 21.8, 0 0 0 0 0 1646 SH (R -Kitchen) 9.3 2 55.4' ' 6.1- - 1 ' 20 2.3" 27.8 0 0 0 0 0 4046 Fix (Kitchen) 9.3 2 51.2 7.8 1 20 2.3 23.5 0 0 0 0 0 3080 FR (Mud) 4.8 2 65 26.8 1 15.5 2.3 5.2 0 9 2.3 0.5 0 3080 FR (Bed 2) 3 2 5.5 3.6 0 0 0 0 0 7.3 2.3 8.3 0 2040 SH (Bath) 2.3 2 19.8 33.8 1 0 0 0 0 7.3 2.3 3 0 5060 Fix/XO (M. Bath -R) 2.3 2 3 27.1 1 0 0 0 0 0 0 0 0 2640 SH (M. Bath) 2.3 2 12 20.7 1 0 0 0 0 0 0 0 0 3010 Fix (L -WIC) 2.3 1.7 20.3 11.8 1 0 0 0 0 0 0 0 0 3010 Fix (R -WIC) 2.3 1.7 26.6 5.6 1 0 0 0 0 0 0 0 0 3060 SH (L -M. Bed -L) 2.3 2 6.6 53.1 1 0 0 0 0 33 2.3 12.8 0 3060 SH (R -M. Bed -L) 2.3 2 9.8 49.8 1 0 0 0 0 33 2.3 9.5 0 6080 SGD (M. Bed) 35.3 2 5.1 38.6 1 0 0 0 0 33 2.3 0 0 3046 SH (Kitchen) 2.3 2 11.2 30.5 1 0 0 0 0 32.5 2.3 6.1 0 Registration Number: 216-NO44205OD-000000000-0000 Registration Date/Time: 2016-1272108:33:26 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-11282016-695 Report Generated at: 2016-12-2108:31:25 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Crane 2293 Calculation Date/Time: 08:30, Wed, Dec 21, 2016 Calculation Description: Compliance Input File Name: Crane 2293 12-20-16.ribd CFI R -PRF -01 Page 7 of 10 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 02 03 04 05 Total Cavity Winter Design Name Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers Conditioned 2293 237 None 0.8 No • Inside Finish: Gypsum Board Garage Ext Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. none 0.372 Cavity/ Frame: no insul. /2x6 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 • Inside Finish: Gypsum Board • Cavity / Frame: R-23 / 2x6 Gar -House R23 BIB Interior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 23 0.061 Other Side Finish: Gypsum Board • 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 R48 Ceiling below attic attic) - Wood Framed Ceiling in. O.C. R48 - . 0.020 Over Ceiling Joists: R-38.9 insul. • Inside Finish: Gypsum Board ^. I I;�"1 4 1 ` _�, Cavity / Frame: R-23 / 2x6 Sheathing/ Insulation: Wood R23 BIB Wall Exterior Walls Wood Framed Wall ! 2x6 @ 16 in: O.C. 11 a 9 R 23 i i i r X0:063 Siding/sheathing/decking ti ti , `� __� :`,`. ;; 4 • ` - ,• i. - , - y , ;f ° 4 L^�- Inside Finish: Gypsum Board Kwall R19 Interior Walls -Wood Framed Wall ,2x6 @ 24 in. O C. fi-.,� R 19- 0.067 Cavity/Frame: R -19/2x6 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 2293 237 None 0.8 No Gslab Garage 570 83 None 0 No BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required -- Registration Number: 216-NO44205OD-000000000-0000 Registration Date/Time: 2016-12-21 08:33:26 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-11282016-695 Report Generated at: 2016-12-2108:31:25 . CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Crane 2293 Calculation Description: Compliance Calculation Date/Time: 08:30, Wed, Dec 21, 2016 Input File Name: Crane 2293 12-20-16.ribd CF1 R -PRF -01 Page 8 of 10 WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) Water Heater - 1/1 DHW Standard ( Heat Pump WH l 1 - none - WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) Heat Pump WH Heat Pump Small Storage 80 3.27 (8000 -watts` 0 52500 18-1 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution Water Heater - 1/1 --- � T _. _ � ; �'.'--- ' . , � � � --- --- --- --- SPACE CONDITIONING SYSTEMS =,� ti:: '` M ".5' s ',�` •a of �~- �.1 ~� is t� ,,C`j 01 N,,_.k 02 ►'—J ;"' ` ` 03. ., 1 `041 - 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name :Heat Pump System 1:Attic R-6:HVAC Fan 1:2:3 Heat Pump Heating and Cooling System Heat Pump System 1 Heat Pump System 1 HVAC Fan 1 Attic R-6 HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 11 Name System Type Number of Units Heating Cooling Zonally Controlled Compressor Type HERS Verification HSPF/COP Cap 47 Cap 17 SEER EER Heat Pump System 1 SplitHeatPump 1 12 � 55500 52500 18-1 X 12.7- Not Zonal Single Speed Heat Pump System 1 -hers -cool Registration Number: 216-NO44205OD-000000000-0000 Registration Date/Time: 2016-12-2108:33:26 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-11282016-695 Report Generated at: 2016-12-2108:31:25 'CERTI'FICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Crane 2293 Calculation Date/Time: 08:30, Wed, Dec 21, 2016 Calculation Description: Compliance Input File Name: Crane 2293 12-20-16.ribd CF1 R -PRF -01 Page 9 of 10 HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Heat Pump System 1 -hers -cool Required 350 Required Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Attic R-6 DuctsAttic Sealed and tested 8 Attic None Attic R -6 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 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 -6 -hers -dist Required 6.0 Not Required Not Required Not Required Not Required --- HVAC -FAN SYSTEMS 01 02 03 01 e .S 102 05 06 03 04 Name '', � ;jam Type IAQ Watts/CFM IAQ Fan Type IJ JFan�Power(Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan SFam IAQVentRpt i45/� 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM. IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt i45/� 0.25 Default 0 Required Registration Number: 216-NO44205OD-000000000-0000 Registration Date/Time: 2016-12-21 08:33:26 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-11282016-695 Report Generated at: 2016-12-2108:31:25 CE'r2TiFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Crane 2293 Calculation Date/Time: 08:30, Wed, Dec 21, 2016 Calculation Description: Compliance Input File Name: Crane 2293 12-20-16.ribd CFI R -PRF -01 Page 10 of 10 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: `c" ' Greg Peitz Company: Signature Date: Gregory A. Peitz Architecture 2016-12-21 08:33:26 Address: CEA/HERS 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. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency..for approval with this building permit application. Responsible Designer Name: Ji Responsible Designer Signature: -'t r _ZW �re� Greg Peitz �'�.{�... • ` . t'�- �'�€ c��[c� 't ray` Company: '\�- �r*y - Date Signed: fp" p 3 y Gregory A. Peitz Architecture ' ` r` 2016-12 21 08:33:26�� Address: License: 383 Rio Lindo Ave C21283 City/State/Zip: Phone: Chico, CA 95926 530-894-5719 Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-N0442050D-000000000-0000 Registration Date/Time: 2016-12-21 08:33:26 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-11282016-695 Report Generated at: 2016-12-2108:31:25 J GREGORY A. PEITZ ARCHITECT 383 Rio Lindo Ave. Chico, CA. 95926 (530) 894=5719 PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES a REViEwED FOR CODE COMPLIANCE w DATE G/� Structural Calculations for: • �r ar►� 2 a 3 • 2 BUTTE COUNTY DEC 3 0 2016 DEVELOPMENT SERVICES JAStructuraRDesign Data - Residential.doc C��t ?j1 DESIGN DATA 4 Code used: 2013 California Building Code Floor loading: Live loads: Uninhabitable attics w/o storage: 10psf Uninhabitable attics w/limited storage: 20psf Habitable attics and sleeping areas: 30psf All others except balconies and decks: 40psf Dead load - 101bs/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 Sl 0.25 Site class D Design spectral response coefficients; SDS 0.579 S D 1 0.317 Seismic design category D Basic seismic -force -resisting system(s) 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 F 4 WIND ANALYSIS Simplified Envelope Procedure Per ASCE 7-10, Chapter 28. 1. Risk category 2 (table 1.5-1) 2. Basic wind speed: 110 mph (figure 26.5-1 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 = 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 : 4.91 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 ✓�wf�' I )� ��irlorl Arnl 1� I T .3 24'-0" '-6" , 5 BUILDING DIAGRAM 0 i� 33'-0" 25'-4" S-0" 16'-0" 17'-0" I 11 Off► -- 82' -- 3-1 ray.!, SO y3� -------- ------------------- - i P FRONT ELEVATION 1 i I fo-m., KnY. i i I Q., f S, Is y w1u w w co CD U V)oo T t3 Cit N R r.•CVr< ld2Z 2� PA6oRTIALLEFT ELEVATION 0 20'-0" 16'-0" 10 RICHT ELEVATION X6" = I -o REACTION SUMMARY RXN WIND 5E15MIC Z 12 t� , �31c_ _ 1114- 5 1. k.. . 01 K 0•` Ll .10 k. 2,, 11 Y-- c 2.3214- !. 6 t V -- V5.1 I• 28Y— 1. V6 K w1 d �-I 2X� 85o ►20�-� �2� .o�yo�Ks-��= I.y2�- � i i LU TV SJ SHEET; 22-11" 100 SHEET: i IFS' o.t 4 • ^0^ SHEET• • LINE t R = I ,H 2-V- 1NALL5= 20 8 + E.8' •- x,61 . SHEARWALLSeti c- \ f 51e," f�V'S cw` GDX p I . w/ 8di s ® ,12 o.c.✓ - - - ❑ 5 coat plaster ❑ ( ) gyp. AT ALL 5UPPORT5, BLOCKED ANCHOR BOLTS NO GBG specified Y2" 0 a..b.'s a 6-0 o.c. w/ min. (2) a.b.'s per wall is adequate ❑ y2" 0 anchor bolts ® O.C. A 9G / 1515/+ I . `-1L. ❑ RBC's @- 91 A55's�- ❑ NONE REa V OVERTURNING '�• . �-'�2 • `= 2-- eZ6� ' ❑ No holdown's req'd ❑ C516 Ho Iddown Straps to Rim Joist be low ' ❑ . Portal Frame w/ "Simpson" 5T6224 straps from 4x post to continous header. HDU2, 55TB16 0 Single pour, SSTB20 @ 2 Pour ❑ HDU4, 55T520 @ 5ing le pour, 55TB24 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 16d'5 per top el : 'splice, ❑ ,CS16 strap splices ❑ 5T6224 strap splices 0 Drag Truss. LINE I NALLS= SHEARWALLS ® 3/e, GDX ply. w/ 8d's ,12 o.r, ❑ 3 coat plaster ❑ ( ) gyp. bd. w/ (' )@ ( ),,AT ALL SUPPORTS, A &10%110%r% MO%1 TCh a 19' GBG specified Y2 0 0 -b - 's @ &'-0" O.C. w/ min. (2) a.b.'s per wall is adequate El Y2` 0 anchor bolts @ 04. r ❑ RBG's e o.c. ❑ NONE RF -a V OVERTURNING 2.20 fie fzy-c-k X, ❑ No holdown's req'd ❑ G516 Holddown Straps to Rim Joist below ❑ Portal Frame W "Simpson" 5T6224 straps .from 4x post to continous header. ® HDU2, 55TB16 @ Single pour, 55TB2O @ 2 Pour ❑ HDU4, 55TB2O Single pour, 55TB24 ® 2 Pour COLLECTOR / CHORD Qct. ❑ ( ) 16d's per top g sp I ice ❑ G516 strap splices ❑ 5T6224 strap splices 0 Drag Truss BLOCKED LINE 3 R3= 3. j1V_-WALLS= 6 ,6' +Lf.S'15.1' SHEARWALLS 3.12a�� Is , I' FIN 51a 11 CDX ply.. w/ ad's ❑ 5 coat plaster ❑ ) gyp. bd. w/ ( )� ANCHOR BOLTS ,12 o.c. E�•I ), AT ALL SUPPORTS, BLOCKED ❑ GBG specif led Y2" 0 a.b.'s @ 6-0" o.c. w/ min. (2) a.b.'s per wall is adequate W Y2" 0 anchor bolts @ �-�o.c. 035 / QRr_ . 0?) . `12-Iz- /. 7 ❑ RBG`s @ O.C. X A55's @ ?-'-pk' o.c. ❑ NONE REO'D OVERTURNING 2-a ❑ No hoidown's req'd ❑ G516 Holddown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" 5T6224 straps .from 4x post to continous header. HDU2, 55TB1(o Single pour, 55TB20 @ 2 Pour. ❑ HDU4, SSTB20 Single pour, 55TB24 @-.2 Pour COLLECTOR / CHORD ❑ ( ) 16d's per top q splice, 7 G516 strap splices ❑ 5T6224 strap splices ❑ Drag Truss LINE R y = . t,? f,-' WALL5= �{. 2-f-�_ 2 f 7/1 5,s SHEARWALLS 5�� s fl 3/8" GDX ply. w/ Sd's @ ..7. ,12 O.C. ❑ 3 coat plaster ❑ ( ) gyp. bd. w/ ( )@ ( ), AT ALL SUPPORTS, BLOCKED ANCHOR BOLTS ❑ GBG specified Y2" 0 a.b.'s @ 6-0" o.c. w/ min. (2) a.b.'s per wall is adequate El Y2" (Panchor bolts Ll O.C. A Ar / www ❑ T RBC's ® o .c . D A3519 o.c. ❑ NONE REO V OVERTURNING ❑ No holdown's req'cl ❑ C516 Holddown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" 5T6224 straps from 4x post to continou9 header. HDU2, 55TB16 Single pour, 55TB20 @ 2 Pour ❑ HDU4; 55TB20 Single pour, 55TB24 @ 2 Pour nAl 1 C/TA� / /'►lJA�11 ❑ ( ) 16d's per top .lZ splice, ❑ C516 strap splices ❑ 5T622 Str_ap_s_p 1 ices Drag Truss LINE R = I . (O.�- WALLS= t, V+ SHEARWALLS I 56 i:L / 17. 0 - 0•O'2 -k -L 3/8" GDXp ly. w/ ad's @ ,12 o.c. El coat plaster ❑ ( ) gyp. bd. w/ ( )@ ( ), AT ALL SUPPORTS, BLOOKED ANCHOR BOLTS GBG specified Y2" 0 a.b.'s @ 6-0" o.c. w/ min. (2) o.b.'s per wall is adequate ❑ Y2" (P anchor bolts @ O.C. A4C / DO^ ❑ RBG's � o.c. A3515 W--0`"o.c. ❑ NONE .REa'ID OVERTURNING �� • �� ��f) 1 OJ - 0.9 41"e y -c- ❑ No ho Idown's req'cl ❑ 0516 Holddown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" 5T6224. straps from .4x post to continous header. -- 'HDU2, 55TB16 @ Single pour, 5STB20 @ 2 Pour ❑ HDU4; 5ST1520 @ Single pour, SSTB24 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 166's per top q splice G516 strap splices ❑ 5T6224 strap sp Rices ❑ Drag Truss LINE � it RN= 0, 94/k -WALLS= SHEARWALLS C? 1 . ��' �. C). C:L! IV.-,L4- MIN 3/g" GDX ply. w/ 8d's @ ,12 O.C. ❑ 5 coat plaster ❑ ( ) gyp. bd. w/ ),,AT ALL SUPPORTS, BLOCKED ANCHOR BOLTS GSG specified y2" 4) o.b.'s @ 6-0" o.c. w/ min. (2) o.b.'s per wall is adequate ❑ y2" ( anchor bolts o.c. A35 / RBC ❑ RBG's o.c. ` 0 A55's 14 "-Of' o.c. ❑ NONE REO'D OVERTURNING M�+= (c). q q No M No holdown's req'cl ❑ GS16 Holddown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" 5T6224 straps from .4x post to continous header: ❑ HDU2, SSTB16 Single pour, 55TB20 2 Pour ❑ HDU4, 55TB20 Single pour, 55TB24 2 Pour ❑ ( ) 16d's per top q splice ❑ G516 strap splices, ❑ ST6224 strap splices Drag Truss ' LINE SHEARWALLS GDX ply. w/ 8d's @ ,12 o.c. M 5 coat plaster ❑ ( ) gyp. bd. W ( )� ( ), AT ALL SUPPORTS, BLOCKED Aldi% If%D MAI TO ❑ 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 @ 2�- 0" o.c. � Ar ■ AAA ❑ RBC's @ O.C. [} A55 Is @ El NONE REQ'D OVERTURNING Lf �1 �2 ❑ No holdown s read ----- ❑ G516 Holddown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" 5T6224 straps from 4x post to continous header. HDU2, 55TB16 @ Single pour; 55TB20 @ 2 Pour HDU4, 55TB20 a Single pour, SSTB24 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 16d'5 per top q splice, ElG516 strap sp I ices 5T6224 strap splices M K_ Drag Truss 6 � � � ►2 LINE C �8 SHEARWALLS f.. �6 2*_ j I L�- . S '�)' - (3, t6 le- L4:_ (� ® 3/8" CDX p ly. w/ Ad's ra t ,12 o.c. _ ' I �� I ❑ 5 coat plaster ( ) gyp. bd. W ( )@ ( ), AT ALL SUPPORTS, . BLOCKED ANCHOR BOLTS GBG specified Y2" cp a.b.'s 0 6-0" oz. w/ min. (2) a.b.'s per wall is adequate ❑ Y2" (P anchor bolts O.C. A4C / 00t% ❑ RBC's r 041. FRI A5515 q' -O" o.c. ❑- NONE REa'D OVERTURNING C ❑ No holdown's req'd ❑ C516 Ho lddown Straps to Rim Joist be low ❑ Portal Frame w/ "Simpson" 5T6224 straps from 4x • post to continous header. W HDU2, 55T516 6 Single pour, SSTB20 @ 2 Pour ❑ HDU4,-55TB20 @ Single pour, 55TB24 @ 2 Pour COLLECTOR / CHORD 3 z �_, - , ® 4f e r 45 It Cox, 4415 ❑ ( ) Ibd's per top I splice �® C516 strap splices ❑ 5T6224 strap splices lK0 �t� Drag Truss o �l -tY LINE A P, 1, 213V__WALL5= SHEARWALLS Q 3/8" GDX ply. w/ ad's @ ,12 o.c. El coat plaster ❑ gyp. bd. w/ ( )®( ), AT ALL SUPPORTS, A slnu^n owl 9r� GBG specified /2" (:P a.b.'s @ 6'-O" o.G. w/ min. (2) a.b.'s per wall is adequate ❑ %2" 0 anchor bolts @ ox, A35 / RBC ❑ R150's ® O.C. M A55's @ '-0\t O.C. ❑ NONE REa'D OVERTURNING (CD ❑ No holdown's req'd ❑ 0516 Ho Iddown Straps to Rim Joist be low ❑ Portal f=rame w/ "Simpson" 5T6224 straps from :4x post -to continous -header. HDU2, 55T816 Single pour, 55TB2O ® 2 Pour ❑ HDU4, 55TB2O Single pour, SSTB24 2 Pour MI I FCTnR / CHARn ❑ ( ) 166's per top g splice ❑ 0516 strap splices ❑ 5T6224 strap splices ❑ Drag Truss . BLOOKED LIME 8• �.28 WALL5= E MV 3/8" CDXply. w/'5d's ,12 O.C. El coat plaster ❑ ( ) gyp. bd. w/ AT ALL 5UPPORT5, ANCHOR BOLTS GBG specified y2" 0 a.b."s ®6'-O" o.c. w/ min. (2) a.b.'s per wall is adequate ❑ y2" (P anchor bolts o.c. A35 / RBC - ❑ RBC's'® o.c. A55 Is @ LI `0" o.c. ❑ NONE REa'D OVERTURNING lC) ❑ No holdown's req'd ❑ 0516 Holddown Straps to. Rim Joist below ❑ .Portal 1=rame w/ "Simpson" 5T6224 straps from .4x post to continous header. HDU2, 55T516 6 5ingle pour, 55TB20 @-2 Pour ❑ HDU4, 55TB20 ®Sing le pour, 55TB24 @.2 Pour COLLECTOR / CHORD .. ( ) 166's per top e sp I ice ❑ 6516 strap splices ❑ 5T6224 strap sp 1 ices ❑ Drag Truss BLOCKED Project: � �%(�'� p p Adjusted Beam Length: Location: GARAGE DOOR HEADER 18.3 Roof Beam LL = [2012 International Building Cod e(2 NDS)] 5.5 IN x 12.0 IN x 18.3 FT At support. 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 41.6% psf Controlling Factor: Deflection Provided DEFLECTIONS Center 132 in3 Live Load 0.42 IN U522 Dead Load 0.44 in Moment of Inertia (deflection): 559.44 in4 Total Load 0.86 IN U255 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A_ 'B Live Load 2176 • Ib 2176 Ib Dead Load 2279 Ib 2279 Ib Total Load 4455 Ib 4455 Ib Bearing Length 1.25 in 1.25 in ft Wall Load: BEAM DATA 0 Span Length 18.3 ft ' Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2760 psi Cd=1.15 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Comp. -L to Grain: Fc -1= 650 psi Fc -1' = 650 psi Controlling Moment: 20384 ft -Ib Adjusted Beam Length: 9.15 ft from left support 18.3 Created by combining all dead and live loads. LL = Controlling Shear: 4455 lb psf At support. DL= Created by combining all dead and live loads. psf Comparisons with required sections: Read Provided Section Modulus: 88.62 in3 132 in3 Area (Shear): 21.93 in2 66 in2 Moment of Inertia (deflection): 559.44 in4 792 in4 Moment: 20384 ft -Ib 30360 ft -Ib Shear: 4455 Ib 13409 Ib StruCalc 9.0 page StruCalc Version 9.0.2.5 12/26/2016 4:34:34 PM / of Side One: Adjusted Beam Length: Ladj = 18.3 Roof Live Load: LL = 17. psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 12 ft Side Two: Total Uniform Load: WT = 487 Roof Live Load: LL = 17 psf Roof Dead Load: DL= 15 psf Tributary Width:; ' TW = 2 ft Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 256.2 Dlf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 18.3 ft Beam Self Weight: BSW = 14 plf Beam Uniform Live Load: wL = 238 plf Beam Uniform Dead Load: wD_adj = 249 plf Total Uniform Load: WT = 487 plf Project: C�Q,cu-na Adjusted Beam Length: Location: REAR COVERED PATIO BEAM 18.3 Roof Beam LL = [2012 International Building Code(2012 NDS)]r psf 5.5 IN x 10.5 IN x 18.3 FT L, DL= 24F -V4 - Visually Graded Western Species - Dry Use psf Section Adequate By: 80.5% Provided Controlling Factor: Deflection 101.06 in3 DEFLECTIONS Center 57.75 int Live Load 0.33 IN U660 530.58 in4 Dead Load 0.34 in 23244 ft -Ib Total Load 0.68 IN U325 11733 lb Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A. B 15 Live Load 1153 Ib 1153 Ib Tributary Width: , Dead Load 1189 Ib 1189 Ib 5 Total Load 2342 Ib 2342 Ib Wall Load: Bearing Length 0.65 in 0.65 in 0 Non -Snow Roof Loaded Area: BEAM DATA 128.1 Span Length 18.3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Adiusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2760 psi Cd=1.15 Shear Stress: Fv = 265 psi Fv' _ _ 305 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Comp. -L to Grain: Fc -1= 650 psi Fc - L' = 650 psi Controlling Moment: 10713 ft -Ib Adjusted Beam Length: 9.15 ft from left support 18.3 Created by combining all dead and live loads. LL = Controlling Shear: -2342 Ib psf At support. DL= Created by combining all dead and live loads. psf Comparisons with required sections: Read Provided Section Modulus: 46.58 in3 101.06 in3 Area (Shear): .11.53 in2 57.75 int Moment of Inertia (deflection): 294.02 in4 530.58 in4 Moment: 10713 ft -Ib 23244 ft -Ib Shear: -2342 lb 11733 lb StruCalc 9.0 Pa98 1-7 StruCalc Version 9.0.2.5 12/26/2016 4:42:41 PM of Side One: Adjusted Beam Length: Ladj = 18.3 Roof Live Load: LL = 18 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 2 ft . Side Two: Total Uniform Load: WT = 256 Roof Live Load: LL = 18 psf Roof Dead Load: DL= 15 psf Tributary Width: , TW = 5 ft ' Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 128.1 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 18.3 ft Beam Self Weight: BSW = 13 plf Beam Uniform Live Load: wL = 126 plf Beam Uniform Dead Load: wD_adj = 130 plf Total Uniform Load: WT = 256 plf Project:c9mQ, Q •`l�uC uC- Location: GREAT ROOM SLIDING GLASS DOOR HEADER Roof Beam - [2012 International Building Code(2012 NDS)] 5.5 -IN x7.5INx6.3FT #1 -.,,Doug las-Fir-Larch - Dry Use Section Adequate By: 59.4% Controlling Factor: Moment Controlling Moment: 3236 ft -Ib DEFLECTIONS Center Ladj = 3.15 ft from left support Live Load 0.04 IN U1982 LL = Created by combining all dead and live loads. Dead Load 0.04 in Controlling Shear: -2054 Ib DL= 15 Total Load 0.07 IN U1012 Tributary Width: TW = Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 ft REACTIONS A_ B Provided Section Modulus: Live Load 1049 Ib 1049 Ib Area (Shear): • 18.13 1n2 Dead Load 1005 Ib 1005 Ib 34.39 in4 193.36 in4 Total Load 2054 Ib 2054 Ib , 5156 ft -Ib Shear: Bearing Length 0.60 in 0.60 in 0 BEAM DATA RLA = 116.6 Of Span Length 6.3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Base Values Adiusted Bending Stress: Fb = 1200 psi Fb' = 1200 psi Cd=1.00 CF= 1.00 Shear Stress: Fv = 170 psi Fv' = 170psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 3236 ft -Ib Adjusted Beam Length: Ladj = 3.15 ft from left support Roof Live Load: LL = Created by combining all dead and live loads. psf Controlling Shear: -2054 Ib DL= 15 At support. Tributary Width: TW = Created by combining all dead and live loads. ft Comparisons with required sections: ' Rea'd Provided Section Modulus: 32.36 in3 51.56 in3 Area (Shear): • 18.13 1n2 41.25 int Moment of Inertia (deflection): 34.39 in4 193.36 in4 Moment: 3236 ft -Ib 5156 ft -Ib Shear: -2054 Ib 4675 lb StruCalc 9.0 Page StruCafc Version 9.0.2.5 12/26/2016 4:38:35 PM Side One: Adjusted Beam Length: Ladj = 6.3 Roof Live Load: LL = 18 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 4.5 ft Side Two: Total Uniform Load: wT = 652 Roof Live Load: LL = 18 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 14 ft Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 116.6 Of SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 6.3 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 333 plf Beam Uniform Dead Load: wD_adj = 319 pff Total Uniform Load: wT = 652 plf Project: cy"\,t Location: DINING ROOM 5' WINDOW HEADER Roof Beam [2012 International Building Code(2012 NDS)] 5, 5 IN x 7.5 IN x 5.3 FT . #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 158.9% Controlling Factor: Moment DEFLECTIONS Center Read Live Load 0.02 IN U3329 19.91 in3 Dead Load 0.02 in 13.26 int Total Load 0.04 IN U1700 20.48 in4 Live Load. Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B 5930 ft -Ib Live Load 882 Ib 882 Ib 5376 lb Dead Load 846 Ib 846 Ib plf Total Load 1728 Ib 1728 Ib Bearing Length 0.50 in 0.50 in BEAM DATA Span Length 5.3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 1200 psi Fb' = 1380 psi Cd=1.15 CF= 1.00 Shear Stress: Fv = 170 psi Fv' = 196 psi Cd=1.15 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc - -L= 625 psi Controlling Moment: 2290 ft -Ib 2.65 ft from left support Created by combining all dead and live loads. Controlling Shear: -1728 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 19.91 in3 51.56 in3 Area (Shear): 13.26 int 41.25 in2 Moment of Inertia (deflection): 20.48 in4 193.36 in4 Moment: 2290 ft -Ib 5930 ft -Ib Shear: -1728 lb 5376 lb StruCalc 9.0 Page StruCalc Version 9.0.2.5 12/26/2016 4:36:18 PM of Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: LL = 18 psf DL= 15 psf TW = 2 ft LL = 18 psf DL= 15 psf TW = 16.5 ft Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 98.1 SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5.3 ft Beam Self Weight: BSW = . 9 plf Beam Uniform Live Load: wL = 333 plf Beam Uniform Dead Load: wD_adj = 319 plf Total Uniform Load: WT = 652 plf Project: k�kR Location:umt CIBEAM Roof Beam [2012 International Building Code(2012 NDS)] 5.5 IN x 7.5 IN x 4.5 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 428.1% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN U8049 Dead Load 0.01 in Total Load 0.01 IN U4083 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A_ B Live Load 506 Ib 506 Ib Dead Load 492 Ib 492 Ib Total Load 998 Ib 998 Ib Bearing Length 0.29 in 0.29 in BEAM DATA Span Length 4.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Base Values Adiusted Bending Stress: Fb = 1200 psi Fb' = . 1380 psi Cd=1.15 CF= 1.00 Shear Stress: Fv 170 psi Fv' = 196 psi Cd=1.15 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc - -L = 625 psi Fc --L= 625 psi Controlling Moment: 1123 ft -Ib 2.25 ft from left support Created by combining all dead and live loads. Controlling Shear: -998 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read E Provided Section Modulus: 9.76 in3 51.56 in3 Area (Shear): 7.66 in2 41.25 in2 ' Moment of Inertia (deflection): 8.52 in4 193.36 in4 Moment: 1123 ft -Ib 5930 ft -Ib' Shear: -998 Ib 5376 Ib StruCalc 9.0 page StruCalc Version 9.0.2.5 12/26/2016 4:43:53 PM of Side One: Adjusted Beam Length: Ladj = 4.5 Roof Live Load: LL = 18 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 2 ft Side Two: Total Uniform Load: WT = 444 - Roof Live Load: LL = 18 psf Roof Dead Load: DL= 15 .psf Tributary Width: TW = 10.5 ft _ Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 56.3 Of SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 4.5 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 225 plf Beam Uniform Dead Load: wD_adj = 219 plf Total Uniform Load: WT = 444 - plf